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Plans (55) ,/moi S TOLO �. / 36'3 2 S6v /761 NMI 11.1.¢u r:? r MiTek° 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 Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. "<<' PRD Fss 0AGINEER 10 87 2PE y ;0j;OREGON e / 1b0:48 ER A\ �� - A. HE 'A EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. A. 3 wit MiTek8' 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. y'ONIO 14, O pt G d ,.` tq "`� \ ... ass ONALW'; April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 4 Job Truss Truss Type Qty Ply 3A R41832568 PL14-118_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:41 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-GgIZQgaDiPr1Bu5g6D6ZM2KUbwgZCHJ3PsbwCOzOQSK 1 2-6-0 I 10-10-2 11 1-2-0 I0I1 Scale=1:32.8 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I 13x4 = 3x4= 1.5x3 II 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 e e / n \„�e \e \ -e �o N 17 16 15 14 13 12 3x4= 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4=- 12-6-2 12-6-2 I 11-4-2 1p-11-21 I 18-9-12 I 11-4-2 tF7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel.17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/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. yr1ONIO 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 ©r7 o VaA$j.1, '�j' 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, �Y 7-12=-756/0 � �`�� fhb �,r1+ ,d A. tt try NOTES 1)Unbalanced floor live loads have been considered for this design. ,*4. / 2)Refer to girder(s)for truss to truss connections. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'a 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 1 $ 4$,. k' be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard AStONALV, Eo PROF 4tik; FsscNGINF /wc\ C9 a *- y `t- 870 2PE Xvc 57 -- REGO ti X41 0'P $'44BER 10 S A. Her, EXPIRES:06/30/2015 April 22,2014 4 t A h 4RNM-Ver:fydesign parameters and READ U/)FS DM THIS AND PODDED 14I7E:f REFEREM E PAGE 141I.7473 pec OD/22nd DETREUEE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the erector.Additional permanent bracing of the overall structure is the responsibilityMiTek° of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualtiy Criteria,DSI-89 and SCSI Boning Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 it Southern PinsofSpt lumber is specified.the afesiga slues ate thrice efecnrreOGf02f G3.0 by ALSO A v Job Truss Truss Type Qty Ply 3A R41832569 PL14-118_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:43 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttID2R3Xv-C3QKgLcTE051QCF2Ee81 RTPs6jRAgHTMt940GvzOQSI 1 2-6-0 I 0-24: 11 2-0-0 I -11 I 2-5-8 1 12 0 1 2-08 1 �� Scale=1:41.3 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 O N N Aja e 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 6-8-12 7r3-121 1 10-11-0 I 13-7-8 1 -2-81 I 19-7-0 I 23-8-4 I 6-8-12 0.7-0 3-0-4 2-8-8 0.7-0 4-9-8 4-1-4 0-7-0 0-7-0 Plate Offsets(X,Y): 14:0-1-8,Edael.15:0-1-8,Edae1.18:0-1-8.Edoe1,117:0-1-8,Edael LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid 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 IBC20121TP12007 (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) yVONjO FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown WAS I 4 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, tJ kl , 10-11=0/603,11-12=0/603,12-13=0/597 't' MQ C> 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, of 18-19=-83/423,17-18=-83/423,16-17=-93/268,15-16=-304/44 ta 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 4 � r cv NOTES ,11 49639 1)Unbalanced floor live loads have been considered for this design. �4"4 . 2)All plates are 3x4 MT20 unless otherwise indicated. `SOA '14G 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/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �n,D P ROFF I be attached to walls at their outer ends or restrained byother means. 7)CAUTION,Do not erect truss backwards. ��,. �GINEk-y s/0 LOAD CASE(S) Standard -37 870 2PE /r N '<e' v.... iv -31 4> OREGO ti4 Q ©S A. He?' EXPIRES:06/30/2015 April 22,2014 4 4 a mac USEDHUSK REFERENCE/Via HII7473mn1/25/2014BErOSEUSE —_ Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. 111 1- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additionaltemporarybracingtoinsure stability during construction is the responsibillity of the A'��'` -' - - erector.Additional permanent bracing-of the overall structure is the responsibility of the building ding designer.For general guidance regarding MiTek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qua8ty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Salefy Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 fiSautisems Pine(&Pl lamberts mser ficif.ttsrdesign rmisars ace thane refiectivre 06/01/2013 by ALSC i I Job Truss Truss Type Qty Ply 3A R41832570 PL14-118_UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:44 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-gF_i2hd5?KDc2LgFoLfG_hy2t7sbPluV5pgapLzOQSH I 2-5-4 I I 1-2-0 I I 2-0.8 I 2-6-0 1 1 7-4-4 I Scale=1:22.2 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 • • • a • a — _V— — N o- e e -, 0 a 1 Z. 11 10 8 3x4= 1.5x3 II 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 8-7-12 12-0-0I3-0-734-0 10-7-05-1-2-8-4 �� 3-11-12 Plate Offsets(X,Y): f2:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/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) 1'ONLO 1. i, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. GJ ��1 A$ h� TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 ,0 4S "Y0 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 i ii ' WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 0, E 't 1)of NOTES 114,1 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. '''6 49639 1 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. .4(i tS 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ssIQNALG 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 \��tiNG01) I E-A s/0 .w 87022 PE co ,tv �' 4: OREG•N „it/ Y ti Q`S' A. Hes?, EXPIRES:06/30/2015 April 22,2014 t A WARNIMS-V&/p desr ra parameters and READ t IES ON THIS AND 1 V.2L/DED MIMIC REFERENCE PAGE HII 7 473 mg,1/29/20€MB£<O3.4£t Near Design valid for use only with MTek 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillityof the _ Mitek ` - - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - - - 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it Soothe-en Pine(SF)lumber iscpecified,the utesign vetoes are teats affective 06/82/2o13 by MSC } Job Truss Truss Type Qty Ply 3A R41832571 PL14-118 UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co. Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:44 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-gF_i2hd5?KDc2LgFoLfG_hy2f7r?PIoV5pgapLzOQSH I 1-9-0 I I 1-6-12 I I 1-2-12 I I 1-6-0 I I 1-2-0 I I 2-7-4 I Scale=1:21.8 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 3x4= 8 e e p-4Wiii\ — 0 N e 4f e• a ,. e 1 • 15 14 • 12 11 10 9 3x4= 3x5= 3x4 II 3x5= 1.5x3 II 1.5x3 II 3x4= I 5-2-8 I 12-6-12 I 5-2-8 7-4-4 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid 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 IBC20121TP12007 (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) 01ONIO,. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-290/6,3-4=-290/6,6-7=-476/0 Cf' 0041A 4 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 C,i Q 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 , d NOTES N 1)Unbalanced floor live loads have been considered for this design. th" 2)Refer to girder(s)for truss to truss connections. •rr. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. rd49639 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 OA' •V be attached to walls at their outer ends or restrained by other means. ,� 5)CAUTION,Do not erect truss backwards. 'SIONALG LOAD CASE(S) Standard 87022PE r" / y �4.T OREGO ti.0AU ©S A. HE �p EXPIRES:06/30/2015 April 22,2014 4 l ®WARNIMS-Verify desi a parameters and READ I TES OH MUM IM131 OE8 HITEK REFEREM E PAGE MIT 7473 tca I129f2614Bf?ORR3E Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. PO TY 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 BSLL�t i,� - erector.Additionatperrnanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding -"IYSI Ae fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Rvse(SP)tavralsen isepeclfied,the dtsigrreetues ucthote effective 0002/2O13 by.A SC Job Truss Truss Type Qty Ply 3A PL14-118_UP 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 Apr 21 15:40:45 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-8SY4F1ejmdLTfVPRL2AVXuV9QX6v8AMfKTZ7LozOQSG I 2-3-12 I I 1-2-0 I I 1-0-0 1 2-6-0 l Scale=1:21.9 1.5x3 I I 354= 1.553 I I 3x4= 1.5x3 I I 3x4= 1.553 II 1 2 3 4 5 6 7 rt N • e • e A/— --. __ -..e. 0 12 11 10 9 8 3x4= 1.5x3 I I 3x4= 3x6= 3x4= I 12-7-4 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Edael.[10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 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 1000 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. N IO 14, TOP CHORD 2-3=1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,1011=0/1204,9-10=0/1560,8-9=0/1109 �� /�+xh�'t WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 YY lhi" �'0 d NOTES 4 _, - 1)Unbalanced floor live loads have been considered for this design. L1 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. r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to SSA be attached to walls at their outer ends or restrained byother means. l O4.`I3T LOAD CASE(S) Standard S1flNALG <04 p PRQp c,�, 1 N SFR kVO 87022PE fir" cv -y SAT OREG.N ti� ',' FABER �\ C)ISA. NE'\ � EXPIRES:06/30/2015 April 22,2014 AWARNE%-Ver.'lydes&2araraineersand REM CIEsONTNISAND Lt t&EAbII7€VREFD3D/KEPAGEtf1 07413sesIf79/241&&ErM£USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. " Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the.-responsibillity of the . -, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - MI lT eIC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualiy Cdleda,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 IfSeixthern Piave(SN)Ivddser1 specifies(,the design.values are thou affeycive 06/01/2015 byALSC Job Truss Truss Type Qty Ply 3A R41832573 PL14-118_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:45 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-8SY4F1ejmdLTfVPRL2AVXuVFfXC4SEofKlZ7LozOOSG 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 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 2 3x4= 3 4 5 3x4= 6 a N .....„......7,7,7- . -z -,--O Nr O O fr 3x4= 7 10 9 8 354= 3x4= 3x4= I 3-1-0 I 38-0 I 4-3-0 I 7-1-8 I 3-1-0 0-7-0 0-7-0 2-10-8 Plate Offsets(X,Y): (8:0-1-8,Edge).19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 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 IBC2012/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 1.FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ONTO44, TOP CHORD 2-3=510/0,3-4=-510/0,4-5=-510/0 BOT CHORD 9-10=0/369,8-9=0/510,7-8=0/3690Ql VIASliy, WEBS 2-10=-443/0,5-7=-443/0 Ci ' ' d . {r'l,� NOTES I k t 1)Unbalanced floor live loads have been considered for this design. f 1V 2)Refer to girder(s)for truss to truss connections. -1i. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. lk r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 49639..� 44 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Q,, be attached to walls at their outer ends or restrained by other means. 'SO+NAL '� LOAD CASE(S) Standard 4� > pPRQFFs6' ��ON� 4�OINFF19 iGil. 87022Pf cv F �'O),©R SON (L gZli 9C, 'i'�$ER 1°\ Os, A. He?, EXPIRES:06//30/2015 April 22,2014 e I ®WARNING-Verifydesdya;.aamcers god READ AWES ON MIS AND DELMER KIRK REFERENCE PAGE HIT 7473 sex 1 fI5/77td 8LD4E1 n 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 lateralsupport ofindividual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the - MiTek: erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVB 1 K. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southam Pane fSP)tum9raz is spwcttied,,thede'sgnasters arethasa erflactfve 06/01/2013 byAISC Job Truss Truss Type Qty Ply 3A PL14-118_UP F07 Floor R41832574 6 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(notional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:46 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-de6STNeLXxTKHf dvmik361ProrY4tgFoZ7JMEzOQSF I 2-6-0 1 0-7-8 1 1 1-2-0 1 1 1-3-4 1 1-6-0 I I 2-5-8 1 1 1-2-0 1 1 1-11-0 I Scale=1:23.7 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 g ° e _ 8_..7o e \ Niiiiiip. -:11''''''' 4 111.1.111.11111111 _ N ° e e ° 1 16 15 14 int 12 11 , 3x8— 1.5x3 I I 1.5x3 I I 3-4-8 10-7-0 10-7-0 1 73--6-12 I 10-3-4 110-1-4111-5-41 13-7-4 I 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,EdOe1,18:0-1-8,Edoe1.114:0-1-8,Edge1.115:0-1-8,Edoe1 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud 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 IBC20121TP12007 (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 (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. 1zoNit3itt 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 �QCj�O WA S r 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 WEBS 2-16=-590/0,5-13=-508/0,5-14=0/328,7-13=-504/0,8-10=-350/0 �t �+,,3, NOTES � N 1)Unbalanced floor live loads have been considered for this design. IU 4 2)All plates are 3x4 MT20 unless otherwise indicated. r 3)Refer to girder(s)for truss to truss connections. it r 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. jti �5 4f 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9', GI87, 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 �SNA t146 be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ti) PROpps ,�~ eC�GiN k.,0 sib 870 2PE cp y,''°i, OREGO c41/ EXPIRES:06/30/2015 April 22,2014 I A WA1W1M3-V&fydesiya rarattsters said READ ROTES ON MIS AND INCLUDED MIENREFEt1SSSE PAGE MI?-7413 res 1/29/20148 OtEJAr it Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and k for an individual building component. Applicability of design parameters and proper incorporation of component s 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 MiTek. ek. fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95810 ttSauthe n Fine(SP)finretser is specked,theitesigon eatsues arethose etfevteve ce/0s,(2ft35 byAtSC Job Truss Truss Type Qty Ply 3A R41832575 PL14-118_UP FOB Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 hIDzR3Xv-5ggggjfzlFbBvpYqTTDzc.JaWsNlc?byon2EPgzOQSE I 2-6-0 I 1 1-0-10 II 1-2-0 1al"-2I Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e e ON N a e 1 16 15 14 13 12 3x4= 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4= 12-8-10 111-1-1°I 19-0-4 I I 11810 0-7-0 0-7-0 1 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 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 Weight:86 lb FT=0°k F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=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. o'tONIO it 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=0/1798 & 01 WAS 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, {J A 7-12=-786/0t zo VI NOTES 1)Unbalanced floor live loads have been considered for this design. .-4%. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 'I'r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ft) ,49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13t'X 3")nails. Strongbacks to 24 4bi3 be attached to walls at their outer ends or restrained by other means. .4"' CS stO NAL�� LOAD CASE(S) Standard RO PRQp �c2 ��Glf'yEEA.`4/F 870 2PE gU) / ry 'oj,©REGO ri°�4/ 9'0 ..4,/BEA, 41� � . ` A. H4_,A,.. EXPIRES:06/30/2015 April 22,2014 1 ifir. A tyAFcf1IAGNedrtesi�n mammamammaanj READ lit TES G�#TtfTS4fi1i MIXED MILKMILKREREFERENCE PAGE MIL 7473 stirs I;2S/ZDIdBa� 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 MiTek` .b for lateral supporf of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the z 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/Tell Qualify Crtieda,DS8-89 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 tftalsut zineIMP)lum is specified,the gr r are these lift CAFEos{oa/ma3bl+AtSC Job Truss_ .4.4.444.4444.44444, Type Qty Ply 3A PL14-118_UP F09 Floor 3 1 R41832576 Pacific Lumber&Tess Co., Lake Oswego,Oregon Job Reference(optional)7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTgSFZSISNcS1 ttlOzR3Xv-5ggggjfzlFbBvpYqTTDzcJaWrIckc?ayon2EPgzOQSE 1 2-6-0 I 1 1-0-14 I I 1-2-0 101__11-2 Scale=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 • • a\ - Io 1N • e e 1. It. 16 15 14 13 12 3x4= 3x8= 3x6 = 1.5x3 II 1.5x3 I I 3x8= 3x4= 12-8-14 1 77{-1! 1-1 19-0-8 I 11-6-14 �0-7-0,0-7-0 1 6-3-10 Plate Offsets(X,Y): (6:0-1-8,Edgel,(7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 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 Incl 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 (Ib/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. r ONTO 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 14. 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 rj �1�O ,:` ' 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, 01 �Xj+ 7-12=-789/0 NOTES rq �� Isl ra 1)Unbalanced floor live loads have been considered for this design. 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. Tr 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /t 4)Recommend 2x6 strongbacks,on edge,spaced at 10.0 0 oc and fastened to each truss with 3-tOd(0.131"X 3")nails. Strongbacks to 16 �� G'J be attached to walls at their outer ends or restrained by other means. � CyjYi LOAD CASE(S) Standard sst�Nl�j g' � cR 0 PRQFFs �� S � .s,1\-.• cR 4 2, 87022PE r- N cv' � �y '0OREG N tiU 'SS,j �,� $ER # EXPIRES:06/30/2015 April 22,2014 ®imam-We„Ip*lip parameters arsd REAP d° MES GP/MUM MIMED ED MI7€.YREFERENCE PAGE H/2.7423 ret.1/25/3PSBEMUSE Design valid for use only with Mack 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 k responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insurestobBtyduring'construction.is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Quality Criteria,DSB-89 and BCSI Building Component Safely informalion available from muss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 115otartsurn.PinelSp)Inar17 is i8i�t,tlredest5n eshnev ant Vans mffecavt 46/131/21L13 tsyA3:SC Job TrussTruss Type Qty Ply 3A R41832577 PL14-118_UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:48 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDZR3Xv-Z1DDu3gc3Yj2Xz701BkC8X6k2kCgLV350Rony6zOQSD I 1-1-8-4I I 1-2-12 1 2-6-0 I 1 1-2-0 1 1 1-3-0 I 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 5e 6 7 8 e o • II � o N e- e e * 12 11 10 14 3x4= 3x6= 3x6 = 1.5x3 II 3x4= 3x4= I 1-11-4 I 8-6-8 1 9-1-8 1 9-8-8 1 12-8-8 I 1-11-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): f5:0-1-8,Edoe1.110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud 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 024 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 Weight:59 lb FT=0%F,0%E BCDL 5.0 Code IBC20121TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=-381/Mechanical,13=1097/0-5-8 (min.0-1-8),9=390/0-2-8 (min.0-1-8) Max Uplift14=-438(LC 4) ONTOMax Gray 13=1097(LC 1),9=390(LC 4) I FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. d$ O 'WASji' TOP CHORD 2-3=0/802,3-4=-661/0,4-5=-661/0,5-6=-799/0,6-7=-799/0 CJ i,r-Ark 0 BOT CHORD 13-14=-802/0,11-12=0/799,10-11=0/799,9-10=0/497 t;, A k. 1. Cfy 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 » ii 16... 1 NOTES 1)Unbalanced floor live loads have been considered for this design. d `r 2)Refer to girder(s)for truss to truss connections. 49639 �� 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. �( 4‘01-ST `50v 441 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)14=438. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. s��j—ANAL . 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. O P R OPF LOAD CASE(S) Standard ��\Co �GIN41 s/0 870 2PE r' � v A�QREG N ti)O40 EXPIRES:06/30/2015 April 22,2014 / USE A °sNl'�-Veer design;,ararae�ts and READ fR`71"9 ON MEAd�MUSED MINKsREEEREt�PAGE Pat 7413 mad,Z�/2t?Y8144E 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 taus designer.Bracing showI ... _ ... is for lateral support of individual webmembersonly.Additional temporary bracing to insure stability during construction is the responsibillity of the.: -- -.- -erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Greenback Lane,Suite 109 WA fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSI-89 and SCSI!Inkling Component Safety Information PirsefSP)isuatsee is n secified.tine de4esign:sa N.see thea Suite eg06101/2013 byMSC Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply 3A PL14-118_UP F11 Floor 3 1 R41832578 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference lootlonaj) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:49 2014 Page I ID:SygD?CTgSFZSjSNcS1ttlD2R3Xv-1Dnb5PhEgsrv87iCauFRhkfvc8Zm408EF5XLUZzOQSC 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.503 II 1 I 2 • 3 4 5 6 7 lil I IP a ° • • ° e 151 11 10 F-� 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 1 2-8-4 1 3-3-4 13-10-4 I I 8-7-12 8$$ - 12-9-12 2-8-4 0-7-0 0-7-0 0-1-8 4-8-0 0-'I-B 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edgel.110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/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 IBC20121TP12007 (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: 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) 6-0-0 oc bracing:8-9. Max Uplift8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) pONib 44. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. {©C7WAsph, TOP CHORD 2-3=-565/0,3-4=-565/0,45=0/538,5-6=0/533 +� BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 i 42:, ' •"` fR 1 WEBS 2-12=-610/0,49=841/0,6-9=-452/0 �"'�, A an w NOTES �� fa 1)Unbalanced floor live loads have been considered for this design. :r rd 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 'r 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 4��34 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TRI 1. � +uS 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 ,Ss be attached to walls at their outer ends or restrained by other means. �QNALCS 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard PROEMS % c.<P �N 3l N �'j0 870 2PE f- to cv y -0OREGNtiQ lti "A' , $ER 4t,.1�O A. HER EXPIRES:06/30/2015 4 April 22,2014 __ ARK\G-Yerfydesign,.uaserefsa.dREAD lZTI`S0ATHUAP MUM PAGE 18117173sceI,/i9/2014!$£�tJE Design valid for use only with Weir 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-bracingtc.insure-stability during construction is the responsibillity of the _ erector.Additional permanent bracing of the overall structure-is the responsibility of the building designer.For general guidance regarding Mitek' -- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteria,DS8-89 and BCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 rm Citrus Heights.CA.95810 ifstorthere pinelSP)11uother is the design rakers acethase ef€ectine 06/02/2013 beAkkC Job Truss Truss Type Qty Ply 3A R41832579 PL14-118_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-1 Dnb5PhEgsrv87iCauFRhkfur8Vg4?6EF5XLUZzOQSC I 2-6-0 I I 1-4-4 1 1 1-2-0 I I 1-64 I 1-6-0 I Scale=1:18.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e o _ 0 0 o- 0 N e Kee v 7 y3x4=1^Y 0 3x611 = 11.5x3II9 3x4= 3x4= 6-8-12 1 7-3-12 17-10-12 I 10-11-0 I I6612 • 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 14:0-1-8,Edne1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/0- n/a Weight:50 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 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. "�ONIO TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=-1064/0,5-6=1064/0 ��7 3j r3 ► BOT CHORD 11-12=0/925,10-11=0/1064,9-10=0/1064,8-9=0/624 Y WEBS 2-12=-998/0,2-11=0/383,4-11=-22/331,6-8-749/0,6-9=0/5660I 1F, 'Q . NOTES gt 1)Unbalanced floor live loads have been considered for this design. ta 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. .- r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /f'r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 be attached to walls at their outer ends or restrained by other means. —,As CijS"I t LOAD CASE(S) Standard INV.. ,t,0 PRQFe, wc' GtN FR s`0 8 • 2PE / r" N cV 1.. ��T OREGO tis ASN 90,-, 8ER #' SA. Hec2 EXPIRES:06130/2015 April 22,2014 3 ®immuz War design;.ararrerrs and REAP WITS ON THIS AND Drum NfF€![REFERENCE PAGE NIL 7473 me T;Z4fZtZGPB BEOPEUSE ��; Design valid for use only with MOTek 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 - , r; ,is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibili ly of the: ,. ■�Tel�R erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 4Y1 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 Quality Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information Truss 781 N.Lee Street,Suite 22314. Citrus Heights,CA,95610 t SaasatePinebI torribeaspecified.the ge et are Vaasa effective byAt3C Symbols Numbering System a► General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury =nit Dimensions are in ft-in-sixteenths. IIlik 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 or X-bracing,is always required. See BCSI. 0 Tj 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ O IIIL\111ilike p bacing should be considered. 10—AirOi U 3 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. For 4 x 2 orientation,locate C7-8 c6-7 e-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0-V from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. 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. 1 Indicates location where bearings (supports)occur. Icons vary but16.Do not cut or alter truss member or plate without prior �M reaction section indicates joint ©2012 MiTek®All Rights Reservedapproval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. In Min size shown is for crushing only. iffli JI 40 18.Use of green or treated lumber may pose unacceptable table p— 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. BCSI: Building Component Safety Information, F' 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 Nc S i-)-vt - D)/G 4— . 1 3 (,3z $t 72 Li M x., z 1.i;17 371- 1 t .- ' 11'-O N .r T II T J1 J1 J2 _ 111_ _ _.E, •CJ2 r C.J3 J4 12 CJS 6 J5 AM CJ5 J6 CJ6 J7 7:12 ` . \` - J7 J8 A J10 , ig.3 $ a ' 10 4 J11 , ice `` ---J9 4 J10 J8 a .. JT J7 J67:1! - J5 v . g J5 , J3 J4 \ki 12 -__ __ J2 J3 .,, l, J1 JJ1 fin .i1141111:K APil Ilk Aim dililir - e4 .110* �� -44T ._ El CONFORMS TO DESIGN.. *R :.— _ _ �IIR El CONFORMS TO DESIGN CONCEPT'.` " •,�•stra.Li• REVISIONS AS SHOWN GARAGE W TbDgIGTtOXY r ❑ NON-CONFORMING-REVISE AND 's. BMiT • I- 14'-2` / •8'-4 3f4' �� O R r THIS DHrEita HAS NE01 TEVIERcT FDR OM COIR AT, .,a ac. GR sr MOM aQc m--�= MTH TOE MOM T ONLY ARD DDFSB NOT RELI O TIE i ,1 o n. macel ov Ile ma o. .ecx,� F�WfiOIVE1®DR DF RESPDfl3ILITT FOR COftFtEJE BATH TIE moss 1amr®seam/MGM oioa.w�or oaw GM armee�iixaas.weivnwt mur.,.a.Ewarws OESIRA DRAWEES AND SPEO_IFOCATIO1IS ALL OF ARCH HAVE PRIORITY MGM,INars'a'.WI. OYEi TIRE SHOP OVER& CONTRACTOR SNAIL.Miff ALL DINBISIQVS_ by "�'F Dere C T S By; Todd R.Wok Date:Sudan*ID, Ott N I t B R A R D T A R C k I T E t T 5 CT ENGINEERING INC ID Copyright CompuTrus Inc.2006 CCM VI/EDAM ABOVE PON PROVIDED FOR MUSS POLYGON NW 07/25/14 TR RACEME'S,' flD NCTD ewansrnuenaru ii." PROJECT REVISION-1; raawa+�sxrRbtgacrriae PLAN 3A OF RECORD I � z RFSPONSEIRA FOR AU.NONTRU5S 3A 1 GARAGE LEFT sy: R£YIENA DAPPROVEOFAllC b. a i Y- DaNERYWCATTOAC ISCACE R ,SIGN-3 TON. 'cI[. - 1/8"_1. All designs are property of-Pacific Lumber and Truss_AR designs are null and void if not fabricated by-Pacific Lumbar and Truss. , r I . DR "" *- .... ...... CR . , .-,- ,. 13 F , Sli li\. F , • _J3 / •- ar. 0A19111.4,‘\. I 7 •,4'41 • / , - ,,, tj Ir• 1 ' '•\ #111IalkkmA, J8 • r IIIM N 712• J7 . A • . 1•••••••1.SI Er? IIX ,• • , cii• . _ _ _ /Alf .. ,_ _ _ ___, .• .7/ • ,-1 ,..4,7 o, C.9 6 Ca JB e k_NS • ; LI SI -, .12 .6.... 1111111 II 1 • _0 0 1=i•A J5 -WA 11/1 •12 ZS J4 .• J3 - j Er t• .:•,,7.1I • ',41#411 L. J1IllNIN IMMiiinri__—-- — 1 gai 016, -1'17 5 Illp y :•• (3) c4 ...r t., -m r . ._L. —• MINIM li -•:;141, '' ' -•__ I • ZI =FORMS TO DESIGN CO 0 1. - ;dm-rc- ,71.•• %;,-........1 .1._ _ , ••• ,5 ,.- . • • • Ei CONFORMS TO DESIGN CONCEPT W . ITH • . REVISIONS AS SHOWN 1...31-8" . / u_ / - • o NON-CONFORMING-REVISE AND'It to 141-2" ; IN To DESIGN sorrow , • TRIS SW DRIIIINO Ha ten REVIDE9 FOCI fiEll3AL.,-,-1 .... ' 3141 I i EI TO OESSON CORCEPT yam . .• ICH'OE DESTE1 CONCEPT OILY Nip DOES NOT RELIEVE TIE EARRIVAIOR/V910011 OF RESPaliSMILM RR COIFORRANCE MTh TIE 0 -ROMs,resumer cum EtUIJ ME SPECIFICATIONS ALL OF am RAVE FRILMITY nu PCP MONO WS an EWID MR OEM&COtFaikoma WS THIS SitIF owe. camera saga VERIFY All DABS1014. am cum mean Y NO WA 10 NM* ItE MORIZOCRIeDOOR IF In I,CR OCIFCRIMI:E VIIIN sum . • acums.IESCIFIZOVINS.NO CIVIL al,LF IIIII;II WE , By: WO R.EatData:Siatubar ID.2914 niceenvacan . CT ENGINEERING IMG Abair Ram \ CIF- 9/22/24 MILBRANDT ARCHITECTS 011.1313t ISSUE DAM AWNE PLAN PRI:AWED FOR TRUSS • POLYGON MN 07/25/14 PLACEMENT CLY.STEFER ID TRUSS CALCUUOTOKS AM - - ENGINBERES STRUCTURAL -pmecrint0144: DRAWINGS FOR AU.R.IRTHER PLAN 3A INFOFSAAVOIL WRONG DESIONERAOSIDEBt OF RECORD ... ,, , 16. 1 lc, RESPONSIDLE FOR LLAOH.TRUSS FLAAt• DrolzioWN Or Finar0Aht TO musscaraccrion.BUXOM 3A1 GARAGE RIG et DESIONERADATIPEER OF RECORD TO REVIEW AND APPROVE OF ALL - . DELIVERY LOCATiOlt scam REVSt0/4.3 DESPORs MOOR TO CONSTRUCTOR. 84 TR ta.s• •L .`10'91:41#:' ur=1. AR designs are property of-Pacific Lumber and Truss.Ail designs are null and void If not fabricated by-Pacific Lumber and Truss. . • • . . • 1 • MITek.0.--:•:-S- 1 ;14, I Compi'Trus Ha rare Warnings +&: Genera +its - WARNINGS .- 1.. Builder And eerection contractor should be advised of ai11..•:„...neral Notes= 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 ROOF 816BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting BC: 2x4 RDDF 8108TR SPACED 24.0" 0.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C, DON. LOADING Wind: 140 mph, h-22,8ft, TCOL-4.2,BCDL"6.0, ASCE 7-10, BC LATERAL SUPPORT <(. 12"0C. VON. LL( 25.0)+0L) 7.0) ON TOP CHORD- 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, RNFRS(Dir), DL ON BOTTOM CHORD- 10.0 PSF load duration factor-1.6, TOTAL LOAD - 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL - 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL H-Ix2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 190SF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-01 7-01 4 4 1 12 (IM-4x4 12 A,,, 14.00 v n ' 14.00 0 0 i rn 0 0 oy 10 0 .'- M-3x9 M-3x4 l y } 1-00 14-02 JOB NAME : POLYGON PLAN 3A NH AlSale: 0.2987 . ., .. ... 29. k _ •7$ C u WARNINGS: OENsRAL NOTES, less othemise rioted: :..78 . ... 1.Solder end erection contractor should be advised of all Owned Nolan 1.This design le based only upon the parameters shorn and Is tar an Irdivdfal and Wendngs before cendrudion oommences. building component.Applicability of design parameter and proper Truss: A lIncorporation of component la the responalNiby of the bidding designee 2,aro compression web brednp must be installed where'hewn•. 2.Ogg,assumes the top and bottom chords to be laterally brad at 3.Is are al temperate bracing tobaue shady duan construction 2'o o,and at10'o a, an plywoody Weld ereaad throughout their b try _ DES. BY: LA Is the responsibility of the erector.Additional immanent brewing ofrrtngph1f continuous sheathing such a9 ehesMtnp(TC)ardlordrywaA(BC}, qA`•�.��E�OIV'.. �• DATE: 3/12/2015 the overall structure Is the responsibility of the building designer. 3.are Impart bridging or lateral bmdnngg rewired where shown•4 • e "Y� •n,� l� 4.No load should be applied a wry component until oiler ail brednd and 4.Inhlation of truss is the respondbIy of the respective contractor, `�n:._ Af�:Y.j�5 (�` SEQ. : 6206644 fecemers me complete and sumo gra ebodd arty loads grrierthan 5,Design assumes busses art to be used n e nonsesrosive gammo% 7 design bads be applied to arty component. end an assume uetrxMd of use. . P k TRANS I I?: 418892 5.CompuTrus bee no control over and assumes no responsibility for the e.Design assumes fug bathing at ad supports slaw.Mem or wedge N �.� , fabrication,bending,shipment sand installation of components. nesignas .. 7.P 1,55 bel ceeQd onedrainagebMussed. 6.This design b banished subject a the Amlatlons ser forth by S.Plows stag ba bated on both aces o tf rues,and placed so their center 11111 X11 III III Nil I it III Nle TPWITCA of 9081,codes ofwhich will be furnished upon request O.Ones Coincide with joint plate rin Ines. EXPIRES.12/31/2016 . Mire%USA,InciCompuTrusSoftware 7.6.6(1L)-E 10.Porbeets amlleNoreatedesign valvaesee ESR-1311,WWI 558(MlWes) 111E11This design prepared from computer input by " PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq-1.00 TC: 2x4 ROOF 0148TR LOAD DURATION INCREASE • 1.15 1-2-( -26) 00 1-7=(-100) 365 1-2=(-634) 160 BC: 204 ROOF 81aBTR SPACED 24.0" O.C. 2-3-1-521) 200 7-6-1 -60) 308 3-7-1-193) 231 HERS: 2x4 KDDF STAN01 3-4-(-433) 255 7-4=(-255) 413 2x6 ROM' 02 A LOADING 4-5-(-448) 261 7-5-(-228) 246 IL( 25.0)001( 7.0) ON TOP CHORD- 32.0 PSF 5-6-(-580) 193 TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <- 12"0C. 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) ** For hanger specs. - See approved plans 0'- 0.0" -75/ 585V -216/ 217H 5.50" 0.94 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11.0" -84/ 584V 0/ OH 5.50" 0.93 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL- -0.014" 0 3'- 2.7" Allowed = 0.650" 6-10 7-01 MAX TL CREEP DEFL - -0.028" 8 3'- 2.7" Allowed - 0.867" f f f 1-05-09 1-10-07 3-06 3-06 3-07 MAX HORIZ. LL DEFL .. 0.004. 8 13'- 5.5" f f f f f f MAX HORIZ. TL DEFL = 0,005" a 13'- 5.5" 12 14.00 M-4x6 12 Design conforms to main windforce-resisting 4 4.0" Q 14.00 system and components and cladding criteria. d Wind: 140 mph, h-22.$ft, TC0L-4.2,BCDL-6,0, ASCE 7-10, �� i (All Heights), Enclosed, Cat.2, Exp.B, MNERS(Dir), load duration factor-l.6, • tn Truss designed for wind loads in the plane of the truss only. r: M-1.5x4 t4-1.5x4 1 c. 1 00 M-3x4 llik tio N O O I 1 t c M-3x8 M-3x8 M-3x4 _6 0 l 6-10 ) 7-01 y 13-11 ROFE• JOB NAME : POLYGON PLAN 3A NH - A2 AN�?I e `� Scale: 0.2675 .�Vc5 • WARNINGS: GENERALNOI'ES,unless othemdsenoted: :'•' :•'7ta'. 1.Suedes and erection contractor should be advised of all General Notes 1.TNsdesipn Is based may upon the parameters shown and Is for an Individual .. Truss: A2 and Warnings before combuodon commences. building component Applicabiliy of design parameters and proper 2,2s4 eompresston web bracing meal be Installed where show+. Ineorporelon mcomponentis the responsibility M the bonding ..' DES. BY: LA s Addldamt is 2.Design assumes the to ba t mpmaybredlgbimuroatabllydvrhgaonshuaon 9 top N et b the responsibility of the erector.Additional permanent braci g of 2'oto•and at ea10hingoc.suchrespas plywood cod s braced(70)throandlo dans ). '•v. DATE: 3/12/2015 Ore overall shuottrre is the recontired t sheathing later as pywoed sMelhlnh re shordrmdrywaA ). '$y'••OREGON.r ( responsibility or the bolding designer, a.2s Impact bridging or lateral MadnyQ�requisd whom shown++ SEQ. : 6206645 4.No bad ahmdd be applied to any component unlit after all bracing and 4.Insielladon of buss Is the on ibay dame respective contractor. 7 'e`(/:.. t�Q' Q fasteners are complete and at mem should soy bads meter than 9.Design assumes twins as to be used hi a uon.cor:oshe smtronmee, . -74 ,*cop s) 1'KJ.. TRANS I D: 418842 design loads be applied to any component and are thrifty eine. "Tk � Y A Campfires has no control cora and assumes m reapomidtiy halite S.Design assumes full beadno at all supports shown.Shin or wedge ifPAUL fabrication,handing,shipment and Irrcteoe4on of compornerm, 7.DesignnonentitySys adequate drainage is pprorovvided. • II11111 I110 11 110 11 IIID 111 sis B.Tdesign Is furnished subject to the Imitations set form by S.plates Stag be located on both hoes*Mae,end placed so mei comer :. . TPIANTCAIn SCSI,costes of which will be furnished upon request roes indicate doe eplatete In Inches. EXPf RAS:12131'/201.6 mpuTftlS Software 7.8.8(1 L)-E td.For basic connector prole designvabes see ESR-1311,013R-191113(Nan) 111111 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 ROOF N1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-(-5618) 1256 1- 6-(-148) 3158 1- 2=1-5618) 1256 4- 8-( -606) 2842 2- 3-4-3656) 934 6-7"(-742) 3136 6- 2.4 -580) 2708 4- 5-4-5648) 1264 BC: 2x6 ROOF S1ANDLOADING 3- 4.4-3658) 934 7- 8-4-696) 3320 2- 1-(-1350) 432 WEBS; 2x4 HOOF STAND; 2x4 KDDF STUD A LL = 25 PSF Ground Snow (P9) 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"0C. UON. BC UNIF LL( 471.9)001) 340.9)- 812.8 PLF 0'- 0.0" TO 13'- 11.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LItlITEO STORAGE DOES NOT APPLY DUE TO THE SPARIAL BC LATERAL SUPPORT <- 12"OC. (ION. REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 11.0" -13821 6101V -217/ 218H 5.50" 9.76 ROOF ( 625) -'r ( i ) ogethere trusses h1complete Join tint1er 2 ply hroou Common nails staggered at BOTTOM CHORD CHECKED FOR DSPAC LIVE CONC. TOP nnnncccc---- 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. a 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL- -0.039" 8 6'- 1.0.0" Allowed - 0.650" 6-10 7-01 MAX TL CREEP DEFL - -0.078" 4 6'- 10.0" Allowed - 0.867" 1 1 T MAX HORIZ. LG DEFL - 0.010" 8 13'- 5.5" 3-07-08 3-02-08 3-02-08 f 3-10-08 1 MAX ROHR. TL DEFL - 0.017" 8 13'- 5.5" T 12 12 Design conforms to main windforce-resisting v M-4x6 q 14.00 14.00system and components and cladding criteria. 34.0" Wind: 140 mph, h-23.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, c (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ay I load duration factor-1.6, Truss designed for wind loads r„ in the plane of the truss only. M-4x12LL M-4x12 t. 0 4, co M-1.5x9 M-1.5x4 ., illr 1 o ri sY �c�imimBiliYiiiiii ~ to1 14-7x8 14-3x10 M-3x8 44-3x8 M-4x10 c 1 l y 3-05-12 1 3-04-04 J 3-04-04 3-08-12 Y l 13-11 JOB NAME: POLYGON PLAN 3A NH - A3 a e ' 0, Scale: 0.2713 - r ^fi WARNINGS: GENERAL MOTU,unless Mends'naiad: : . 1.Builder and erection wNtadnr should be advised wta1100nesal Notes 1.This design is based only upon the pomade's shown and is for an Indhldus' .. ._._... and Warnings before construction commences. bulkang component.Appndo1gly of design aerometer*and pupa ... . . Truss: A3Incorporation of compon'ntIs the responsibility of the boafng d'slgnen. ': 2.2s4 omrpeaston web bre�g must be osteaedwhare shown*. 2.Design assumes the top and bottom chords to be laterally biased a( .. .. .. . 3.Mdtional temporary bradne o insure stebmry during ooneau"abmY o a and at 1 V o.c.reapscanely unless braced UrroughadNeiris m W v. �y h DES. BY: LA b the responsibility of tie areola.Additional permanent brads p of continuous shoaling such es plywood she.Nrp(TC)andlordrywW1Cl. T' O11560Nrp 'C.: DATE: 3/12/2015 the oven..shooter*,is the rasponsebilty of the budding designer. 3.2sI dbddginger lateral bradngrepued where shown•* 4': hr •. 4.No load should he applied to any component until eller ea biasing and 4.Installation of truss Is the responsibility dem respective contractor. -• ;9.. ;lay AS--�?cic SEQ.: 6206646 helendrs toe compote end st no lime should any loads greater then B.Design NUMBS 'B ca tions"l lo useee used In s ron•corroele environment T A n deign lads a appied to airy component e.Design assumes WB bearing at el supports shown.slim orwedge If !111,L..A TRANS I D: 918892 5.Conpiload has no control over and anent no r'spontld�for the nign ass fabrication.handing:shipment and Instasation of components. 7.Deg;assumes adequate drawege is prodded. a.This design Is furnished sagest to the rmtadae set oils by 8.Plates shall be located on both feces Ohms.and placed so Melo ander PIX (Fj S`.:12/31/2016 ' 11111I11N11111181111111�11{1II iTe CSA.Inc�mies°Pe Software 7.6.6(11.)-E�a� 10. plated �t�r mea, Ntat1.�R.IUS II IIR I This design prepared from computer input by 1 8R8 tt(111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/PDF/Cq-1.00 TC: 2x4 KDDF 0148TR LOAD DURATION INCREASE - 1.15 1-2-(-449) 490 4-5-(-584) 647 4-1-(-407) 395 BC; 2x4 KDDF 818BTR SPACED 24.0" O.C. 2-3-( 0) 0 I-5-(-493) 490 WEBS: 2x4 KDDF STAND; 5-2-(-503) 451 2x4 KDDF B19BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BEARING HAX VERT HAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD- 42.0 POP 0'- 0.0" -68/ 387V -233/ 3340 5.50" 0.62 KDDF ( 625) 6'- 4.7" -269/ 404V 0/ OH 5.50" 0.65 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 'or spacing, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX TC PANEL LL DEFL - 0.528" 8 3'- 0.5" Allowed - 0.568" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX IC PANEL TL DEFL- -0.465" 8 3'- 1.3" Allowed - 0.852" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL - 0.005" 6 5'- 11.2" 6-01 0-03-12 MAX HORIZ. TL DEFL - 0.005" 8 5'- 11.2" f T T . 12 3 Design conforms to main windforce-resisting M-1.5x4 � system and components and cladding criteria. 14.00 Q Wind: 140 mph, 11•23.91t, TCDL-4.2,BCDL-6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor-L.6, Truss designed for wind loads in the plane of the truss only. a a I r 0.3 CO I Aal cm o M-3x4 ji u, 0 r el ca r r lal,r- r- i T - -5 04-1.5x4 M-3x4 1 y 6-04-12 JOB NAME: POLYGON PLAN 3A NH - B2 IN 2; Scale: 0.3006 �V :: 11I:067-1.-. WARNINeS: OENERAI.NOTED,unlessomenvIse noted: �.78 1.Bander and erection contractor:Mould be edvlsed of ell General dating 1.This design le based only upon the paremstesshown and le foran Individual Truss: B2 end Warnings before construction commences. bottling component Applicability of dealgn potentate's mw proper ) '' .. .... 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the bulMbg designer. 2.Design assunea the top and bottom chords to be laterabraced DES. BY: LA 3.Additional temporary bracing to More stabOly during construction 2'ex.end 61 10'o.c.respectively unless braced throughout r Ie Is the responsibility of the erector.Additional gemmed of ceMinuoussheelhing such as plywood sheathtng(fC))endrordrywagl(BC)y V DATE: 3/12/2015 the overall structure Is Me responsblley of the bullano designer. 3.Ar Impact bridging or Ialend�abtwrand�nqg required where shown++ A� w'�QPE �N. '' S EQ. ' 6206647 4.No load should be tweed to any component ung after aid bracing end 4.MataMo0cn clans Is the reapondblMy of the respective contractor. .y 'YG -q5).. ' hatenss are complete end at no time should any loads greater than S.Design assumes tresses ere M be used At a non-corrosive environment, . 1/51.'.. AIRY 16.':A - TRANS ID: 418842 design loads be applied to any component 8 aridpte/gere lion dory tote dofase. 8.Compdfrus has no control over end assumes no responsibility for bra newtWq rg et 811""b sham.ahbn or wedge o Nut_ ifkt' Athenian,haMyng,sNpment and Installation of components. 7.Design sssumss ade�wh dralnaga h I I��ItiN 11111111 ��II 8.This design is furnished subject to the Imitations set forth by 8.?hiss shad a Ise on bora(aces of truss,and placed so mein cooler TPUNRCA In SCSI.copies of which wig be furnished upon request. Muss coincide with joint center Ines. M(Tek USA(tic/CanpuTrua Software 7.8.6(1 L)-E 1ti0.For Digits baste connector of plate esiInches.aOms see ESP-1311,NOR-19ee thITen EXPIRES:12/31/2016 111111 III This design prepared from computer input by PACIFIC LUMBER-SC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 411R/GDF/Cq-1.00 IC: 2x4 ROOF 814BTR LOAD DURATION INCREASE - 1.15 1-2•) -6) 146 5-6.(-615) 671 5-2-1-463) 410 BC: 2x4 KODF BIRBTR SPACED 24.0" O.C. 2-3-1-489) 516 2-6=1-519) 523 3-4=1 -20) 9 6-3=1-523) 482 WEBS: 2x4 KDDF STAND; 2x4 RODE 81SBTR A LOADING LL( 25.0)+1)L1 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF BEARING SAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <• 12"OC. UON. TOTAL LOAD- 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -68/ 455V -256/ 370H 5.50" 0.73 ROOF ( 625) OVERHANGS: 12.0" 0.0" LL • 25 PSF Ground Snow (Pg) 6'- 4.7" -292/ 414V 0/ OH 5.50" 0.66 RODE ( 625) 14-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing i vertical members )uon)• REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIHITS: I104/240, TL•Ll180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.001" 8 -1'- 0.0" Allowed • 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002" 8 -1'- 0.0" Allowed • 0.133" MAX IC PANEL LL DEFL • 0.519" 8 3'- 0.5" Allowed • 0.568" 6-01 0-03-12 MAX TC PANEL TL DEFL = -0.458" 8 3'- 1.3" Allowed= 0.852' T MAX HORES. LL DEFL • 0.005" 8 5'- 11.2" 12 M-1.5x3 4 -✓ MAX HORIZ. TL DEFL • 0.005" 6 5'- 11.2" 4 14.00 Design conforms to main vindforce-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, HWFRS(Dir}, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. t i On A r h a, m M-3x4 f- :4111d Loa en t 6 r f- S 6 M-1.5x3 M-3x4 l Y 1-00y 6-04-12 JOB NAME : POLYGON PLAN 3A NH - Bi - IkeiNEe• 0Scale: 0.3006 "78 WARNINGS: GENERAL NOTES,unless othenetse noted: •' ....__... 1.Bulkier end erection conhactorshould he advised of ell General Notes 1.This design b based only upon the perimeters shown end Is for en hrdvlduel O Truss: B1 and Warnings beton construction commences, building component.Applicability undersign parameters end proper ., Incorporation of Component Is the resIMOSIN lh'of the buxNng dealghm. 2 h4 eomprossbn web bracing mutt be knhftedwhero'neem a. x.Design assumes the top and bottom ohords to be!otology braced m . DES. BY: LA 3.AddHouoltenpormy bracing to Brame stability during constnuedon 7 o e,end at td o,e,respectively unto''braced throughout mehNnqh W .. FIGO Is the tnpertNMmy erred erector.Adadonal permanent twedng of continuous shesthlrg such an plywood sheathing(TC)and/or dryw.p e). ,y-> rf GON`.py'�..' DATE: 3/12/2015 the overall structure Is the respornroilly of The buildingdnNgner. 3.2tlmmppaactbd el lateralbradrg required where sitcom ,-.�j'r.. 4 .'..- 2. fy 4.No bed should be tippled to any component until after ed bredng and 4.!Wilmot of fora b the responddily of the respective contractor. 1:9:..,-.q�'l S�...,`(``G.:. SEQ. : 6206648 fasteners are complete and Mao time should any loads greeter then A Design assumes tosses are b be used Ina non-conoslve environment L. v Design bads be rippled to any component and are forth,/condition'of use. S. 'PAUL r L .�1 Company' � . TRANS Y D: 418892 O.Comp 'has no control over and assumes no responsibility for the en eealgn*amanita hal hewing tit e1 Supports shown.Shim or wedge U r i v. fabrication,handling.shpmentand bslai e0on of components. sewery. .. 7.Designassumesadequate drainage is provided. 0.This design is burnished subject to the lmNatiopa sat norm by 6Plates shat b0loaared in both faces of Sus;and placed so their ismer III Igo IIII��Iii IElli n 11111 ) TPIAYtCA In BCei,copies of wNch will be fumlNrsd upon request. MFFek USA,ine.COms fua Software 7.8.6(1t)•E 10.Ilocenter «. SNisInd etiolate In Inches. Fmbasic connector plata design values sae EBR-fall,E84.10om(bele ,) -EXP I RS:12/3112016 ' 111111111! This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-00-00 HIP-0 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) 114 2-14•(-1347) 4921 14- 3•( 0) 314 2x6 KDDF #16BTR T2, T3 2- 3-7-5934) 1745 14-15-7-1351) 4918 3-15-( -372) 279 BC: 2x6 KDDF SS LOADING 3- 4•(-5598) 1901 15-16•(-1937) 5858 15- 4•( -443) 1733 WEBS: 2x4 KDDF STAND LL • 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 16-17=(-2046) 6145 15- 6•(-1751) 843 TC UNIF LL( 50.0)+DL( 14.0)* 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6-(-4772) 1685 17-18•(-1937) 5858 5-16•7 -55) 609 TC LATERAL SUPPORT <. 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)- 120.0 PLF 12'- 0,0" TO 31'- 0.0" V 6- 7•(-5999) 2198 18-19•(-1351) 4918 16- 7.7 -320) 249 BC LATERAL SUPPORT f= 12"0C. UON. TC UNIF LL( 50.01+01( 14.0). 64.0 PLF 31'- 0.0" TO 43'- 0.0" V 7- 8=(-5999) 2198 19-12.7-1347) 4921 7-17•) -320) 249 BC UNIF LL( 0.01+DL( 40.0)= 40,0 PLF 0'- 0.0" TO 43'- 0.0" V 8-10.(-4772) 1685 17- 8.1 -55) 609 9-10•( 0) 0 8-18-1-17511 843 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 500.0)+01,( 140.0)* 640.0 LOS 8 12'- 0.0" 10-11-)-55981 1901 10-18•7 -443) 1733 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 500.0)+DL( 140.0)* 640.0 LBS @ 31'- 0.0" 11-12•(-5934) 1745 18-11.7 -373) 278 "`_@@"__"*'".""_"'*'"'*"'••'""'." 12-13•7 0) 114 11-19•1 0) 314 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE OVERHANGS: 24.0" 24,0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSI. BEARING MAX VERT MAX BORE ERG REQUIRED ORO AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -1048/ 3712V -171/ 171H 5.50" 5.94 KODF ( 6251 43'- 0,0" -1048/ 3712V 0/ OH 5.50" 5.94 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL•L/180 MAX LL DEFT.• -0.032" 8 -2'- 0.0" Allowed • 0.200" MAX TL CREEP DEFT, - -0.039" 0 -2'- 0.0" Allowed - 0,267" MAX LL DEFT. • -0.303" 8 21'- 6.0" Allowed * 2.104" MAX TL CREEP DEFT. • -0.601" @ 21'- 6.0" Allowed • 2.806" MAX LL DEFT. • -0.036" @ 45'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL - -0.043" 0 45'- 0.0" Allowed • 0.267" ' MAX HORIE. LL DEFL • 0.105" @ 42'- 6.5" MAX NDRIZ. TL DEFL • 0.175" @ 42'- 6.5" 11-11-11 19-00-10 11-11-11 Design conforms to main windforce-resisting 1 5-05-02 1 4-05-13 5-00-08 0-016-IL 5-11-14 1 system and components and cladding criteria. 5-11-14 1 0-66{11 1 5-00-08 1 1 4-05-13 1-1 5-05-02 1 1' Wind: 140 mph, h•22.1ft, TCDL•4,2,BCDL=6.0, ASCE 7-10, f 1 (464011 1 1 1 f60# 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor•1.6, M-7x8(S) Truss designed for wind loads 7.002' M-5x1045 M-33 x5 7 0 25" M-3x5 9 M-5x10 In the plane of the truss only. Q7.00 J• r1 , e,, M-3x4H-3x4 - + 1 u7 0 t Co M-4x12 I M-4x12 0 i 412' 1„00"' TF .4. , g o M-1.5x3 M-3x10 1.25" 0.25' M-3x10 M-1.5x3 0 =M-8x8(S) =M-8x8(S) Y y 5-10-02 5-05-02 6-10-07 6-08-11 6-10-07 5-05-02 5-10-02 2-00 43-00 y2-00 O:PR:p.: JOB NAME: POLYGON PLAN 3A NH - Cl ` iNe s' o Scale: 0.1461 R .. .. WARNINGS: GENERAL NOTES,unless catenates ' :••78 arw 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the aerometers shown and Is for an individual Truss; Cl and Warnings before construction con mences, Wilding component Applicability of design parameters and proper . 2,204 compression web bracing must be Instated where shown 0. Inoorpaalion of component Is the responsibility of the building designer. 3.Add1110nst temporary hcadng to Insure sabBly dudnp cOnstnralon 2.Design assumes Oro top and bottom chords soar laterally broad at -- . DES. BY: LA 2'o.e.and at icrn,respece"ely unless braced throughout delrtength by .` ,,, Is me responsibility of the erector.Addepermanent ortsl peanent lowing 0f oonanuoua sheethbg such as ptvrood aheeUBg(TC)endrot drhweC).8(B DATE: 3/12/2015 the overall stature Is thereeponsiblaty ofthe beading designer. 3.Os taped bridging or lateral bracing required where shown++ 'fP OREGON. SEQ. : 6206649 4,Nreelenentarcd be tead andatno souldanyloaaddswedoMannand 4.Dabgn'on esuneshhusseesare0O esseedinof anom�cam0araoemiro`m`nmad. 144 40Y16 1k4Q design bads be applied to any oompone t and are for'thy condition'of use. .'t n, TRANS T D: 418842 s.Compul'rua has no control over end assumes no resp0nalhllty for the e.Design assumes tug bearing a all supports shown.Shim a wedge W • i-A U L C'` ! fabrication.handing,shipment end Installation of components. 7.Dastgn essumw adequate dreimge le Od, .... (III 11111 IRII 11I 1101 PIN IUs I�I 6.This Madan is furnished subject to the gmations set fupoorth by R. 4 40cdr>aa with pint stein Ones, XP I Tl E".Ci:'1 2131/2 0 1.6 MiTek USA,InalCompulrue Software 7.6.6(11.)-E 10.FForgbmsia connectoroaplab M inches. sea EBR-1311,ESN-leen gaTelg I*1I 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cg=1.00 TC: 2x4 KDDF 014810 LOAD DURATION INCREASE - 1.15 1- 2-1 0) 114 2-14=(-817) 2484 3-14"(-140) 185 BC: 2x4 NBDF 8108TR SPACED 24.0" O.C. 2- 3-(-2898) 1108 14-15-(-682) 2325 14- 4.1 -38) 317 WEBS: 2x4 KDDF STAND 3- 4-1-2722) 1103 15-16-(-525) 2177 4-15.1-467) 356 LOADING 4- 5-1-2274) 1037 16-17-1-525) 2177 15- 5-1-298) 814 TC LATERAL SUPPORT <- 12"OC. 110)4, LL( 25.0)+01( 7.0) ON TOP CHORD - 32,0 PSF 5- 6-1 0) 0 17-18-1-725) 2189 15- 7-(-457) 189 BC LATERAL SUPPORT c= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7-1-1920) 988 18-12.1-859) 2344 16- 7-( 0) 298 TOTAL LOAD= 42.0 PSF 7- 9-1-1920) 988 7-17-8-4571 I89 8- 9-1 0) 0 9-17-(-298) 814 NOTE: 2x4 BRACING AT 24"0C UON. FOR - LL - 25 PSF Ground Snow (Pg) 9-10-(-2274) 1037 17-10-1-467) 356 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-2722) 1103 10-18=1 -38) 317 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-(-2898) 1108 18-11-1-140) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-) 0) 114 OVERHANGS: 24.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. JT 2, 12: Heel to plate corner - 2.25" BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -329/ 2034V -229/ 229H 5.50" 3.25 KDDF ( 625) 43'- 0.0" -329/ 2034V 0/ OH 5.50" 3.25 KODF ( 625) . [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc apacing.j VERTICAL DEFLECTION LIMITS: LL-1/240, TL-L/180 MAX LL DEFL- -0.036" 0 -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL- -0.043" 4 -2'- 0.0" Allowed - 0.267" MAX LL DEFL = -0.152" 8 21'- 6.0" Allowed - 2.104" MAX TL CREEP DEFL- -0.304" 8 21'- 6.0" Allowed - 2.806" MAX LL DEFL- -0.036" 0 45'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL - -0.043" 0 45'- 0,0" Allowed - 0.267" MAX HOR11. LL DEFL - 0.074" 8 42'- 6.5" 15-11-11 11-00-10 15-11-11 MAX HORIE. TL DEFL - 0.121" 0 42'- 6.5" 4 L 5-00 0-04 15 5-06-05 5-03-08 5-03-04 1 Design conforms to main windforce-resisting 5-03-04 ' 15-03-08 5-06-05 0- 15 5-00 1 system and components and cladding criteria. T 44 ,' ff f 1 Wind: 140 mph, h-23.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 7.00(7 H-4x6 M-4x8 8 'q7.00 Truss designed for wind loads M-5x6(5) M-5x6(5) in the plane of the truss only. 0.25" 0.25., eV° + + o M-1.5x34 M-1.5x3 t 0 t i e K' a O / -3x8 M-13x4 -^.25" M-155x3 O.ZS;,17, � M-�x4 M-3x8 3 Q M-5x80) M-5x8 IS) ) 1 J..25" ,l' 1 1 Y 7-11 7-05-15 6-01 6-01 7-05-15 7-11 1 J. 1 1 2-00 43-00 2-00 PROF �'��NG1Ne 4' JOB NAME ; POLYGON PLAN 3A NH - C2 F9' ° Scale: 0.1357 :118 WARNINGS: GENERAL NOTES,unless°Mends.noted: . f 1.Bulkier and erection contractor should be advised of all Cenral Notes I.This design is bawd only upon the perimeters shown and Is for en Individual - . Truss: C2 and Warnings before csrmanrHon commences. baRBeR component AppawNFty of design parameters and proper ,/ IndoroorrOwn of somponam Is the raponat Os Mthe Ixalctng dada,ror. ."'`. �t';..- ... 2.4x4 eompt9e pestay bracing mum be Installed where shown*. 2.Datum assumes the lop old bottom ohadsto be laterally braced es ,.. . DES. BY LA 3•Addmdoa temporary bracing%Insure stability during cambucg o o etc.and M 10'o o.reapedt plywood umbos braced th C)andFl ONE length by C: Is the rospensibBty of the erector.Additional permanent bracing of continuous sheathing such ea plywood sheamhg(TO)andrerrhywa '}.A�:OREGON'. 4 DATE: 3/12/2015 Ere*viral structure isthe responsibility of the beading designer. 3.ar im ad bridging ortalent bbrracing required where shown** $' '' .. ?- SEQSEQ. : . : 6206650 4 tasteecsNo load amcommaaandpled atneCmaany �shatildaepleent until adsmot racing an S.(�Mlnassumon es g,sartt e beendibility I.nothe apecaye ncorrosiveameonment j AAY AS. Xc' design bads be applied to arty component and are assumes full hewing at e. '1 .f j.,i. . � TRANS I D: 418842 5.CompuTrus has no cannot over and eswrnes no responsibility for Ore S. Design are l'u full ng at all supports saoxn tam*made*if 'PA U_. 7. II'I11u�' 11 a.Thifabrication. deal C Is fahandmed mod to thent and emWhitton'get components.of b 5,Plat gesnassumes shall Si locoed ate,both drainage's skof truss, placed so their center r� 11111111111111011111111/ IIY�II III II�1I 1II i��F l��u l MiT USA.SAbine./CanpuTruS Software 7 G 8(1 inquest to For a9 coincide connsize eeector f desiig Moho*. sea ESR-1311.ESR-lege(NITRO EXPIRE"S:12.131720101 III HuIIIIII 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 91411TR LOAD DURATION INCREASE - 1.15 1- 2-1 0) 114 2-14-1-1080) 2498 3-14-(-124) 180 BC: 2x4 HOOF 815BTR SPACED 24.0" O.C. 2- 3-(-2898) 1468 14-15-( -986) 2339 14- 0.1 -331 317 WEBS: 2x4 ROOF STAND 3- 4-(-2736) 1464 15-16-) -994) 2181 4-15-(-467) 277 LOADING 4- 5-1-2288) 1414 16-17-1 -994) 2181 15- 5-(-404) 830 TC LATERAL SUPPORT <- 12"0C. UON. IL( 25.0)14X( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1 0) 0 17-18-(-1031) 2189 15- 7-(-477) 335 BC LATERAL SUPPORT <- 12"0C. VON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7-(-1933) 1284 18-12-(-1160) 2344 16- 7-( 0) 298 TOTAL LOAD- 42.0 PSF 7- 9=(-1933) 1284 7-17-(-477) 335 _ 8- 9=1 0) 0 9-17-(-404) 830 NOTE:- 2x4 BRACING AT 24"OC UDN. FOR LL • 25 PSF Ground Snow (Pg) 9-10-(-2288) 1414 17-10-(-468) 277 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-(-2736) 1464 10-18=1 -32) 317 ............... BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-(-2898) 1468 18-11-(-124) 180 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-1 0) 114 OVERHANGS: 24.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 2, 12: Heel to plate corner - 2.25" 0'- 0.0" -483/ 2034V -232/ 232H 5.50" 3.25 HOOF 1625) 43'- 0.0" -483/ 2034V 0/ OH 5.50" 3.25 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- -0.036" 8 -2'- 0.0" Allowed - 0.200" MAX TI CREEP DEFL - -0.043" 8 -2'- 0.0" Allowed - 0,267" MAX LL DEFL - 0.203" 9 27'- 2.3" Allowed • 2.104" MAX TL CREEP DEFL- -0,304" 8 21'- 6.0" Allowed - 2.806" MAX LL DEFL --0.036" 8 45'- 0.0" Allowed- 0.200" MAX TL CREEP DEFL- -0.043" 8 45'- 0.0" Allowed - 0.267" MAX HORI/. LL DEFL - -0.084" 8 42'- 6.5" 19-11-11 3-00-10 19-11-11 MAX HORIZ. T1 DEFL - 0.121" 9 42'- 6.5" 5-03-04 5-00 5-03-08 4-00-081-10-11-210-124-00-08 5-03-08 5-00 5-03-04 Design conforms to main windforee-resisting 4 1 T 4 f6 T 8 T T T { system and components and cladding criteria. 12 12 Wind: 140 mph, h-24.5ft, TCDL-4.2,BCDL-6.0, RSCE 7-10, 7'00 "c:17.00 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M-4x6 M-4x6 load duration factor-1.6, M-3x8 M-5x6(5) 7 14-5x6(S) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" I B h• o M-1.5x3 + /*I4-1.5x3 - \ o .�' - e co - ui '_ M-3x8 M-3x4 .25" M-1 5x3 0.251 M-3x4 M-3x8' o 3 o M-5x8(S) M-SxO(S) Y k J. k k k 1 y l 7-11 7-05-15 6-01 6-01 7-05-15 7-11 2-00 43-00 y2-00 JOB NAME: POLYGON PLAN 3A NH - C3 Scale: 0.1355 ~03G N F,Q /O. • • 9. GENERAL NOTES,unless*themes.noted: •' 38 1.Builder and erection contractor should be advised of all Goners!Notes 1.This design b based only upon the aerometers shown end N for en Ina/Ideal -: .' Truss: C 3 end Warnings before construction commenoei. bulking componentApgkebilly of design ammeters end proper / 2.2n4 compression web bredng must be hat"8ed where shown e, Incorporation of component is me respouib ty of Ni.build)designer. I'e'•'' w:.: .. . 3Addtionel tarrporary btedrg to bsure stability during conehtrctiorh 2.Design usumes the top and bottom chords lobe laterally bread at DES. BY: LA . 2'ex.and at 10'o o.respectively Mess bread throughout their lenpg�ut by ' baro resperr1e116Aiy al tno aroemr,AddlUorml penrtmnem bracing or tolnuene eheathing such as plywood ahealttirg(fe7 amEordrywea(Sbc). ei >v�:: DATE: 3/12/2015 the wird Mature is the responsibility of the building designer. a.2 d bridging or Wend bradng required whereshown++ 7'' Ort Ca01V'�.:•, 4.No load should be applied to any component unit atter an bracing and 4.Insta sen of tress b the responsibility of the respadiva contractor. "•": � : 2 . SEQ. : 6206651 fasteners ere complete end at no eme sinned any loads greater-Men B.D"atgn aasumos osis ere b be used In a noneonroswe en*Yanment 1,JQ' Al ply 15. design bads bowled to any component. and ere fo"dry condition"of use. TRANS ID: 41$$4 2 5.comptrrus has no control over artd assumes no raponsibllily for the S'Design WHIM"fug bowing at e9 suppohb shown.shim orwadge if p 0 • neaway. A1~ ' rebdeatian,handling,obtained and Installation at components. 7.t'>estgn assumes ad��.b dreirwge is avided. e,This design Is furnished subject to the 4rdbaens set forth by a.Plates shall be locate en born has of truss,and plated se thelr anter IIID 11 IIID IIID�'Hill IIIA IIIA III ISI tarok USA,InnciCompuT Software 8 6(1L)-E request. item O. for b Indicate de cenneecten pit center inches. see ESI-hall,ESR-19115 OdRelQ EXPIRES:12131'/207.6 1111f � fI�l This design prepared from computer input by `I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1.00 TC: 2x4 KODF 8168TR LOAD DURATION INCREASE • 1.15 (Non-Rep) 1.- 2•(-),2806) 2744 1-10.1-2196) 10580 10- 2"(-1340) 5912 14- 7=1-438) 294 BC: 2x4 KDDF 41001R; SPACED 24.0" O.C. 2- 3•( -6774) 1374 10-11=1-2092) 10118 2-11.1-4860) 11.90 7-15•( 0) 302 2x8 KDDF 8111118 el 3- 4-1 -4012) 820 11-12.(-1016) 5698 11- 3•( -522) 2698 WEBS: 2x4 RODE STAND; LOADING 4- 5•1 -2656) 814 12-13•( -436) 3336 3-12.1-2796) 688 2x4 OF STAND A; 1,11 25.0)+01) 7.01 ON TOP CHORD - 32.0 PSF 5- 6=( -2658) 792 13-14.1 -424) 2662 12- 4.1 -286) 1690 2x6 KDDF 82 B - DL ON BOTTOM CHORD= 10.0 PSF 6- 7-) -3204) 878 14-15-7 -662) 3028 4-13.1-1854) 498 TOTAL LOAD • 42.0 POE 7- 8.1 -3704) 924 15- 8.) -660) 3030 13- 5=1 -482) 2182 TC LATERAL SUPPORT C. 12"OC. VON. 8- 9-1 0) 94 13- 6.1 -836) 518 BC LATERAL SUPPORT C. 12"OC. 1101. LL • 25 PSF Ground Snow (Pg) 6-14.1 -78) 464 ADDL: BC CONC LL+DL- 585.0 LBS 8 2'- 0.0" OVERHANGS: 0.0" 20.0" „*ADDL: BC CONC LL+DL" 6101.0 LBS @ 3'- 3.0" BEARING MAX VERT MAX H0R2 BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 1: Heel to plate corner - 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -1732/ 8066V -304/ 293H 5.50" 12.90 KDDF ( 625) ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 43'- 0.0" -446/ 24280 0/ OH 5.50" 3.89 RODE I 625) Join together 2 ply with 16d Common nails staggered at THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. -'.- 9" oc in 1 row(s) throughout 2x4 top chords, (CORD. 2; Design checked for net(-5 paf) uplift at 24 "oc spacing.( 9" oc in 2 row(s) throughout 2x8 bottom chords, .. HANGER BY OTHERS TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/180 9" oc in 1 row(s) throughout 2x4 bottom chorda, MAX LL DEFL - 0.108" 6 14'- 4.2" Allowed • 2.104" 9" oc in 2 row(s) throughout 2x6 webs, LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 rows) throughout 2x4 webs. 4 MAX IL CREEP DEFL= -0.332" 8 4'- 4.2" Allowed • 2.806" MAX LL DEFL= -0.004' @ 44'- 8.0" Allowed • 0.167" MAX TL CREEP DEFL --0.005" 0 44'- 8.0" Allowed - 0.222" MAX HORIZ. LL DEFL- -0.039" @ 42'- 6.5" MAX NORIE. TL DEFL • 0.100" 8 42'- 6.5" 21-06 21-06 Design conforms to main windforce-resisting ( '1 system and components and cladding criteria. �3-05-12 4-01-15 7-00 6-10-04 7-00-05 7-00-05f 7-05-06 f 4 4 f f 1 Wind: 140 mph, h-24.9ft. TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, £xp.8, MNFRS(Dir), 7.001 ' M-4x6 Q 7.00 load duration factor-1.6, 4.0" Truss designed for wind loads 5 •1+' in the plane of the truss only. M-5x6(S) \ M-5x6(9) 0.25" 0.25" •0 1 M-3x6 14-3x4 M-3x10 M-4x12'�g�!., ,111\ / A c i• t3 a 1 1 ^M- x12 id Iv 1.25" M-3x8 0.254 M-115x4 M-3x6 \ 1 =M-10x10(E) M-5x6(S) M-5x601 *51%1018 y3-03 4-01-03 7-00 1 7-01-12 7-03-13 6-10-09 y 7-03-10 l 43-00 JO136B NAME : POLYGON PLAN 3A NH - C4GIRD 1D8 eie. 0, Scale: 0. 4 !V .i.J y8 r WARNINGS; OBNERAL NOTES ;M , ess otherwise noted: 1.Builder and erection contractor shouts be advised of ell General Notes 1.TMs design Is based only upon Bre parameters sham and Is for an indMdutl ' • --'"' and Warnings before construction commences. buidng Cortpcncot Applioapmy of deelsn petemelers and proper Truss: C 4 G I RDIncorporation of component Is the responsltemy of the building designer. 2 2t4 compression web Wading most be belated where shown+, 2.Design assumes sre top and bottom chords b be laterally braced al 3.Additional temporary bracing b Insure NaMMy dieing conatmcdon T exc.end M 10'ti c.respectively unless braced e0056Rout their length by v 'h DES. BY: LA m the relmonsiblity of me erector.Additional pemmnent bracing or continuous shuttling such as pywood aheatN,g(TC)andfor drywag(BG). / ")r .OREGON;.O . DATE: 3/12/2015 aroovenati b eta Ore rsmoysiilityelihendlbuilding dsNgna. 3.2r Impact bridging or Mersa wade°g required where shown ,�Iy �.... _rt, :..�": 4.No load should M epphd to any competent Mg eller a0 bracing and 4.Installation of tress Is 1M resparwbiMy or the nommen contractor. 9,9;..',4R Y A'S:, 1. SEQ. : 6206652 bstenem are complete and at no pm.should any loads greater than S.Design assumes trusses are Lobe used In a noncorrosive emlronment ,7L. V TRANS I D• 418 8 4 2 design loads be tippled to any comma. and me for"dry condition"of use. 1n • 5,ComprRNs hes no so"over and assumes no nesponsb8ity to the 8.Design assumes bol bearing et ag sappcds shown.Slam or wedge If • ..PAUL -`' fabduton,bonding.shipment and installation of components, 7'Dation' afy pre NI� 1RBp11It�11� p1]Ii MM�,II 1111 II�,1I11ry,p�gN�IIIA Igg 11 8.This design is bmhhed suited tome imitations sal forth by 8.lines Plates shell be locatedon both farm Maus*, placed m their center 111111111111111111111111111111 Ia1II�II118IIIII�IIIII IIIA�1 ll'I Y�I iTelt[15A,InIRON/7CA in �c./CompuTrus Software 7.8.6(1L}Z remold. 10.For basic eonectorrplata dnignvaluessee ESR-1711,8811.1988 Welt) EXPIRES:12.31/2016 , 11 1111 1 I,N RR a.Digits Indicate size of to in Inches. HMIThis design prepared from computer input by PACIFIC LUMBER-SC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 ROOF 8148TR LOAD DURATION INCREASE = 1.15 1- 2-( -63) 95 9-10-(-181) 1566 1- 9=( -96) 75 5-13=(-129) 609 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3-1-1827) 468 10-11=(-203) 1783 9- 2-(-2070) 419 13- 6=(-303) 236 WEBS: 2x4 KDDF STAND 1- 4-(-1877) 567 11-12=(-153) 1420 2-10.1 0) 482 LOADING 4- 5-(-2008) 577 12-13-(-226) 1846 10- 3=1 -296) 107 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+01.( 7.0) ON TOP CHORD= 32.0 PSI' 5- 6=1-2593) 594 13- 7=(-363) 2195 3-11-1 -383) 293 BC LATERAL SUPPORT <" 12"OC. DON, DL ON BOTTOM CHORD- 10.0 PSF 6- 7=(-2722) 510 11- 4-( -182) 753 TOTAL LOAD - 42.0 PSF 7- 8=1 0) 114 4-12-1 -244) 1086 OVERHANGS: 0.0" 24.0" 12- 5=1 -724) 347 "" For hanger specs. - See approved plans LL .. 25 PS)'Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 3T 7: Heel to plate corner = 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.XN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -254/ 1699V -346/ 291H 5.50" 2.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM Of 10 PSF. 39'- 9.0" -355/ 1913V 0/ OH 5.50" 3.06 RODE ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL --0.120" @ 25'- 4.8" Allowed - 1.942" MAX TL CREEP DEFL - -0.232" 4 25'- 4.8" Allowed = 2.589" HAX LL DEFL - -0.036" @ 41'- 9.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.043" @ 41'- 9.0" Allowed - 0.267" MAX HORIZ. LL DEFL - 0.056" @ 39'- 3.5" MAX HORIZ. TL DEFL - 0.087" 8 39'- 3.5" 18-03 21-06 Design conforms to main windforce-resisting 4-01-03 7-00-14 7-00-14 fi 7-00-14 7-00-14 7-04-03 system and components and cladding criteria. fi 4 4 { 12 fi fi fi Wind: 140 mph, h-25.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 12 )All Heights), Enclosed, Cat.1, Exp.B, HWFRS(Diz), d 7.00 load duration factor-1.6, 4.0" Truss designed for wind loads 4 eco. in the plane of the truss only. M-5x8(5) \\%''\ M-5x8(S) ' 0.25" \ 0.25n o, 0 o o i M-3x6 M-4 1 11.5x3 A M-1.5x3 e,,A ., r I 'i JL 1 M-3x6 M- x4 1.25" 0.2 M- iri I, kt x4 M-3x6\ i o If-5x6(S) M-5x6(S) 1 1 1 1 1 1 1 5-06-03 8-05-14 8-05-14 8-05-14 8-09-03 39-09 2-00 � ' PREF JOB NAME : POLYGON PLAN 3A NH - C5 5 'O'S GIN ` f� Scale: 0.1327 �' �•`:.. 2. WARNING*: OBNERAL NOTE*,unity onienAse noted: ."%,8 !.. 1Builder end erection contractor shovel *AMU al Genual Pates 1.This design Is booed only upon theparalnetere ratan end Is for an mdMduai ... . ., . Truss: C5 and Wardn. ge before construction commences. builds component.Applicability of design peremetera end proper - 2.214 compression web bmdng soul be Installed where shorn a• Incorporation of component is me responsblay of the budding designer. ... DES. BY: LA a•Additional temporary bracing to insure stability during combrwdon 2.Oaten assumes Ms top and bottom chords lobe Merely braced at : Is the responsibility stare erector.Additleruel Permanent bracing of 2'co and at 1C e•a,respecdvey unless braced 0woutihout their length by ._ 4, DATE: 3/12/2015 the is the r spswqurere ie rector.Addi o alpernUm abs continuow sheathing such as plywood sheeOdng(rc)endfordrywall(80)• : MINIM ismer. 2.)nfyp Vont bridgus la the bracing required where down 4.• 'Y.A1...�� q. . '1' SEQ. : 6206653 4.No load should be applied to any component until after all brake,and 4.Ins aeon neo vau the reapco of the respects,contractor. Y; � Warners are complete and at no time shoup any bads greater then 5.DeslOn asauma WPM ere to be wee M a m roshre embonment, •24j9 4/ '1,A6 design bads be applied to eery conponent. and are for'dry condlon"of we. TRANS I D: 418842 0.Design assumes fug bearing own.ng at go shunt shin or wedge II '.pa j .0 5,convenes has no coast over erg gown's no responsibility for the necessary, adequate drainage Is pew p IL TThis design In furnished subject to the Sidearms set ford by a.PWfebdoetton,bending.shipment end InNedation or components. T. 1Ns be loomedgon both faces of busts:and plated so caw center ... ... 111111 II 0110 I 1111 ��,II� � I�u M Teak SAAnI � puT which Soflvrate 7.6.8(1 L)-E request. O. Porn is Indicate with ze*rotate a in In values see L'sR-0311.esft•18ea O+eTep EXPIRES 12/31/2016 IlhIIIIIIlI This design prepared From computer input by PACIFIC LUt4BER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MENDER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 HOOF 016BTR LOAD DURATION INCREASE = 1.15 1- 2-(-1841) 617 12-13=(-181) 257 12- 1=(-1606) 573 17- 9=(-133) 133 BC: 2x4 KDDF 81aBTR SPACED 24.0" 0.C. 2- 3-(-1865) 771 13-14-(-424) 1646 1-13-( -490) 1574 3- 4-( 0) 0 14-15-1-538) 1868 13- 2-( -423) 254 WEBS: 2x4 KDDF STAND LOADING 3- 5-1-1520) 706 15-16=(-538) 1868 2-14=( -99) 107 TC LATERAL SUPPORT <- 12"0C. UON. LI( 25.0)rDL( 7.0) ON TOP CHORD - 32.0 PSF 5- 7-(-1721) 758 16-17-(-560) 1993 14- 3-8 -170) 612 BC LATERAL SUPPORT <- 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17-10=1-645) 2163 14- 5-( -647) 258 TOTAL LOAD - 42.0 PSI 7- 8-(-2044) 830 15- 5-) 0) 316 8- 9=(-2505) 833 5-16=( -318) 177 NOTE: 2x4 BRACING AT 24"OC DON. FOR -LL - 25 PSI Ground Snow (Pg) 9-10=(-2678) 830 7-16"( -189) 706 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-) 0) 114 16- 8-( -483) 170 ----.---a 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" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -392/ 1656V -264/ 208H 5.50" 2.65 KDDF ( 625). vertical members ]Won). 39'- 9.0" -474/ 1919V 0/ OH 5.50" 3.07 KDDF ( 625) ". For hanger specs. - See approved plans KOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) JT 10: Heel to plate corner - 2.50" VERTICAL DEFLECTION LIMITS: LL-1/240, TL-L/180 MAX LL DEFL - 0.116" 8 23'- 11.1" Allowed - 1.942" MAX TL CREEP DEFL - -0.216" 8 23'- 11.3" Allowed = 2,589" MAX LL DEFL =-0.036" 8 41'- 9.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.043" 8 41'- 9.0" Allowed - 0.267" MAX MORES. LL DEFL - 0.049" 8 39'- 3.5" MAX HORIZ. TL DEFL - 0.081" 8 39'- 3.5" 16-08-11 3-00-05 20-00 Design conforms to main windforce-resisting 6-03-10 6-00-02 4-00-081-f -00-08 1-10-1E-Of 4-05-04 5-03-08 5-00 5-03-04 system and components and cladding criteria. f 1' 1 1' 4 1 1 1' f fWind; 140 mph, h-25.1ft, TCOL-4.2,BCOL-6.0, ASCE 7-10, 12 4 M-3x8 6=14-4x4+ 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 '<r1.00 load duration factor=1.6, /�i � Truss designed for wind loads M-4x6 M 4x6 in the plane of the trans only. M-5x6(S) N-2.5x4 or equal at non-structural diagonal inlets. 0.25" -+ 14-3x4 0 I N o �., 4j_1.5x3 '. M-3x5 f t -. F .. M-1.5x3 H- x8 '.25" M-1.5x3 0.25'' M-3x9 M-3x6 �l 0 M-5x8(S) M-5x8(S) l 1' 1' 1 6-00-02 1 6-01-14 y 6-01 6-01 7-05-15 7-11 y y } 39-09 2-00 iiO3 pE JOB NAME : POLYGON PLAN 3A NH -- C6 4 `oto . a Scale: 0.1507 Q:. :78 r WARNINGS: GENERAL NOTES,unlessomen.Ise noted: 1.Builder and erection ventilator should be advised of all General Notes 1.This design's based onlyupon the penmetan shown and is for p an individual _dual _ "' Truss: C6 and Warnings before constnrdion commences. bedding component Mty Appecebof design panmetere � and 2.204 conpresOlan web bade must be Installed where shown+, Incorporation of component Is the respomlbimy of the bulking designer. ,'- 2.Design assumes me top and bottom chords to be laterally braced et "" 3.Additional temporary bracing to owe MOMS,doing censtmcden 2'OA and at 10'ea.respectively union booed O,raaglwut that length W 'ii .. h. DES. $X: LA m the reepomihmy of ted*rector.Additional Permanent pacing or continuous sheathing such as plywood an nIgg C)andrer drywa8(BC). AA�'9A'�:OREGON DATE: 3/12/2015 the wend structure la M responsibility of the budding designer. 3•h Impact bridging orlatmat bade required where shown++ .Y. "Y�:p !/,„3- 4.No bad should be applied tosty component unto alter all bracing end 4.Installation of truss Is the y of the respective cmdracbr. ,.',�= '7 '}{71...• . SEQ. : 6206654 fasteners we complete and atm time should any bads greater than S.Deign assumes busses ere tobe used hi a mnaa,roeroe environment, `l Mange bads be rippled b any component and are reedy"condition'erase. t1 TRANS I()' 418842 S.Comp Tens has no control over and assumes no respomRdly fer the a.and aesumos onI bearing at elteuppoM sham.shimorwedge W PA 11.1. ``` fabrication,handling,shipment and hrotatadon of components. 7.Desineryttisumes adequate drainage b prorbfsd 8.TMs design Is furnished subject to the Imitations set form by 8.Plates shalt be located on both faces of blip.end placed SO then center III 1 UI III OH 0 1111 1100 Ill TwercA In BO81,copies ofwhich"AP b•Smashed upon request. USA IncICampuTrue Software 7.6.601.)-E gleMancenter ensa Diggs Indicatet pint ee, 10.For basiccnnecor plate Malan values sae ESR4311,ESR1989(Wish) EXPIRES:12/31/201.6 . IIIII0IIIIi 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 RODE 6168TR LOAD DURATION INCREASE - 1.15 1- 2=1-1841) 511 12-i3=(-180) 256 12- 1=(-1606) 485 17- 9=(-139) 139 BC: 2x4 KDOF 81sDTR SPACED 24.0" O.C. 2- 3-(-1865) 636 13-14-(-330) 1622 1-13-( -394) 1574 WEBS: 2x4 KODF STAND 3- 4=( 0) 0 14-15=(-409) 1835 13- 2-) -423) 220 TC LATERAL SUPPORT <= 12"0C. UON. LL( LOADING 3- 5.1-1519) 597 15-16-1-408) 1835 2-14-( -131) 115 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PSF 5- 7-(-1741) 671 16-17-1-477) 1993 14- 3-( -176) 610 BC LATERAL SUPPORT <- 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-( 0) 0 17-10-1-568) 2163 14- 5=( -651) 239 TOTAL LOAD- 42.0 PSF 7- 8=1-2068) 730 15- 5=( 0) 316 NOTE: 2x4 BRACING AT 24"OC DDH. FOR 8- 9=1-25281 738 5-16=6 -298) 104 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL - 25 PSF Ground Snow (Pg) 9-10=(-2681) 737 7-16=( -130) 691 -a=`==== BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=1 0) 114 16- 8.) -481) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 8-11=( -1) 325 OVERHANGS: 0.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA *' For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -309/ 1656V -264/ 208H 5.50" 2.65 KDDF ( 625) JT 10: Heel to plate corner - 2.50" 39'- 9.0" -424/ 1919V 0/ OH 5.50" 3.07 KDDF ( 625) [COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.111" 8 23'- 11.3" Allowed - 1.942" MAX TL CREEP DEFL --0.216" 8 23'- 11.3" Allowed - 2.589" MAX LL DEFL - -0.036" 8 41'- 9.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.043" @ 41'- 9.0" Allowed - 0.267" MAX HORIZ. LL DEFL - 0.048" 8 39'- 3.5" 12-08-11 7-00-05 MAX HORIZ. TL DEFL - 0.080" 8 39'- 3.5" 20-00 to 6-03-10 6-00-02 0-04-155-06-05 1-06t 4-05-04 5-03-08 5-00 5-03-04 system andforms co ponentsiandtndforce claddingresistincriteria. 4 411 / 4 f 4 12 1M-4x4+ 12 Wind: 140 mph, h-25.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 7.00 p' M-3x8 6 ' 7O0 (All Heights), Enclosed, Cat:2, Exp.B, MWFRS(Dir), �i\ load duration factor-1.6, M-4x6 M-4X6 Truss designed for wind loads 4 in the plane of the truss only. M-5x6(5) M-2.5x4 or equal at non-structural diagonal inlets. 4dPIIiL , 25" M3xM-1.5x3 M- x8 1.25" M-1.5x3 0.25 ' M-3x4 M-3x6 �l o M-5x8(S) M-5x8(S) o 1, b 1 1 1, 1 1 J. 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 39-09 12-001 JOB NAME : POLYGON PLAN 3A NH -- C7 Ne P 13 6. o, Scale: 0.1507 ..•� WAMNINOa: raiNBWAI.007641,unless olhe vise notes: Q and7 . 1.andBuilderW rnin s be or oonbador on co be advised of all General Notes 1,bulking o p basedonlyApplicability the parametersdegr drown and Is roper MetWduai ` Truss: C 7 and Warnings before construction conanerkes bulking component Applcedily of design paremeters and proper ' 2.2x4 eomprealon webbradne must be Installed Where shown+. Incorporation of component lslha rearansaky of thee:Ainedes:goer. .' ,.,,�`!•. ,... . PES. BY: LA 3.Add tionel temponN aadrg to Mena„at"during comucii. 2.Design assumes Or.top and bottom chorda to helapney bored of is the responspp y dine erector.Addlaonel pemmnent bracing of 2'o.e.and et 10'me.rep:eclvey unless brood(rc)oheut Meir lenpp11h). ' DATE: 3/12/2015 the overall la the reopeWbt of handl designer. plywood she d Mere shown continuous ehea ouches ii ' ng b 3.2x sallying or lateral required respective saown., 1' OREGON. soy. SEQ. : 6206655 4.Motoedahrec be stapled b artydomportern until eller all bracing end 4.IAaaon of inns Is the respobe Uoy of the re.ccr contractor, 'Y�-• _. Q ' fasteners are complete swatno gore should any bads weeler Den 6.Design assumes Maus an b be used M a non-corrosive environment `'�"L q/�js�tj....`Q` TRANS I D: 418842 design toads be applied tO tory cerrynont and aro for"dry condition'of use. `' 5.ConquTis hes no control over and assumes no responsibility for the e,Deeign eesumea fel eeeMig el al supporle sbown.6Mm orwedae M * q `.}'N pbdoatlon,handling,shipment and aaplptlan of components, necessary. provided. A U L ' .... 6.This dso150le tarnished suited tothe limitations set bah by 7.Platesshallshall be located on both fecceslof b , nd placed so thebcenter .. .. ILII IIID IIII VIII IIIA IIII!VIII 1111 II Cool,SPINVTCA In request Ries COMO°with O0 � plots In Inches. 050-1988 EXPIRES:1ti3i/20i 6MR USA,] iCompuTrus Software 7.6.6(1L 1 � designvalues see eaR 1311, Rtlq This design prepared from computer input by �81VII�� I PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF MIBBTR LOAD DURATION INCREASE - 115 1- 2-(-2S83) 554 1- 9-(-380) 2240 2- 9-1-221) 217 SPACED 24.0" O.C. 2- 3-(-2340) 553 9-10-(-229) 1927 9- 3-( -37) 492 BC: 2x4 RODE 816 ND 3- 4-(-1694) 505 10-11-(-241) 1804 3-10.1-724) 284 WEBS: 2x4 KDDF STAND LOADING 4- 5-1-1694) 491 11- 7-(-387) 2133 10- 4-1-3121 1292 VLL( 25.0)+0L( 7.0) ON TOP CHORD - 32.0 PSI' 5- 6-(-2380) 532 10- 5-(-740) 289 BC LATERAL SUPPORT <- 12"0C. ON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-(-2635) 534 5-11-( -29) 528 BC LATERAL SUPPORT <- 12"OC. ON. TOTAL LOAD - 42.0 PSF 7- 8-( 0) 114 11- 6-1-257) 210 OVERHANGS: 0.0" 24.0" IL- 25 PSI Ground Snow (Pg) " For hanger specs. - See approved plans BEARING MAX VERT MAX HORS BRG REQUIRED BOG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0" -257/ 1669V -287/ 274H 5.50" 2.67 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -346/ 1906V 0/ OH 5.50" 3.05 ROOF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "dc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-1/180 MAX LL DELL - -0.124" 8 19'- 9.0" Allowed - 1.942" MAX TL CREEP DEFL- -0.250" 8 19'- 9.0" Allowed - 2.589" MAX LL DEFL - -0.036" 8 41'- 9.0" Allowed - 0.200" MAX T1.CREEP DEFL - -0.043" 8 41'- 9.0" Allowed - 0.267" MAX HORIZ. LL DEFL - 0.061" 8 39'- 3.5" MAX HORIZ. TL DEFL- 0.098" 8 39'- 3.5" 19-09 20-00 Design conforms to main windforce-resisting f system and components and cladding criteria. 6-06-10 6-06-05 f 6-08-01 1 6-08-01 f 6-06-05 f 6-09-10 f Wind: 140 mph, h--25.1ft, TCDL-4.2,BCDL"6.0, ASCE 7-10, f 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00V M-4x6 '717.00 load Truss duration designedfforowi d6loads 4 .M 4.0" in the plane of the truss only. 16-5X6(31 ` M-5x6(S) 0.25" 0.25" W i }t o M-1.5r.3 41 + 5-1.5x3 NM + 0 M-5x6 "' h n g "od t -.. M-3x4 .25 M-3x4 M-3x6 ` o M-5x8(3) y ). ) y 9-10-10 y 9-10-06 9-10-06 10-01-10 y y y 39-09 2-00 '<(.1' t s ' JOB NAME : POLYGON PLAN 3A NH -- C8 ca `� F• 01 Scale: 0.1504 . °9 . 4:... ' -'.,78 r WARNINGS: GENERAL NOTES,U111/018U111/018othenMse noted: , 1.Bonder and emotion contractor shook!be @ddrieed of ail General Notes 1.This design Is based only upon thepstametem shown end m for an IndMdual Truss: COof design remetersend proper anee nNngs before Draft mu tIn commences. building Incorporation of component.went Is the responsibility of the building designer. :.•'. . 2.2N oornpreadonwebbmahp must be Installed shown+, 2.Design assumes the top end bottom chords to be lateragy braced Cl 3.Additional temporary bracing to insure stability during construction 2'o.n,and at 10.a e.respectray uniea braced throughout th dtlengpm by v i` DES. BY: LA is the responsibility of We erector.Additional pemmnentbradng of continuous sheathing such as plywood sheethhg(FC)asdlor d,yaall(BC)• l';',1:1112,17: :4:15',;0. 'Sf �E �`i, N' .' DATE: 3/12/2015 the overall structure Is me reaponslbmry alba building designer. 3.2r Impact bdd9Ing or latent bracing Melted whem;hewn++ �f "1'(1 ../�� 4.No bad should be applied to any component until after uB bracing and 4.Ind a5on ohms m the responsibility Mille respective contractor. 9A q;f�, 5, S SEQ. : 6206656 fasteners are cosnplote end at no time should any kinds greater then A Design assumes trusses are be used In a rwncomdvsemkonment. 9 Y sl: design roads a tippled b any component. and an for dry full Wien "orate. OA TRANS I D: 418842 s Conti arum nota no led to neer and assumes no responsibility for the 6.Design assumes ran beefing at an supports shown.8nlm orwedgs 11 A U t, s" 6.Tia design is tarnished sof4ec Installation �of components. kWh h by S.Design h be bled oon bot nfeeoees of rut ass.end placed so then center 111111111111111♦� 1111111111 TPINVFCAin SCSI,ogle oiwNeh will be famished upon reeyheat A d coincidensizeectowith r plate Inches. EXPIRES:1 2/3 112 0 18 NHTek USA,ISCSComies°te Software 7.6.6(1L)•E in.For beck connector prate deddnvakmasee ESR•1311,OSlO loge Niro) 1111111111 This design prepared from computer input by 1111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1.00 TC: 2x4 KDDF 81iBTR LOAD DURATION INCREASE • 1.15 1- 2•(-2583) 554 1- 9=(-380) 2240 2- 9.(-221) 217 BC: 2x4 ROOF 81&BTR SPACED 24.0" O.C. 2- 3=1-2340) 553 9-10•(-229) 1927 9- 3.( 492 WEBS: 2x4 ROOF STAND 3- 4•(-1694) 505 10-11.1-2411 1804 3-10-1-724) 284 LOADING 4- 5.1-1694) 491 11- 7.1-387) 2133 10- 4.1-312) 1292 TC LATERAL SUPPORT <• 12"0C, 00N. LL( 25.0(+D1( 7.0) ON TOP CHORD . 32.0 PSF 5- 6.1-2380) 532 10- 5.1-749) 289 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7.1-2635) 534 5-11.1 -29) 528 TOTAL LOAD- 42.0 PSF 7- 8.1 0) 114 11- 6.1-257) 210 OVERHANGS: 0.0" 24.0" k. For hanger specs. - See approved plans LL 25 PSF Ground Snow (P9) BEARING MAX VERT MAX 9092 BAG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0,0" -257/ 1669V -287/ 274H 5.50" 2.67 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -346/ 1906V 0/ OH 5.50" 3.05 KDDF ( 625) (COND. 2; Design checked for net(-5 psi) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL•L/240, TL•L/180 MAX LL DEFL• -0.124" 8 19'- 9,0" Allowed • 1.942" HAX TL CREEP DEFL • -0.250" 8 19'- 9.0" Allowed - 2,589" MAX LL DEFL • -0.036" 8 41'- 9.0" Allowed • 0.200° MAX TL CREEP DEFL • -0.043" 8 41'- 9.0" Allowed • 0.267" MAX HORIZ. LL DEFL = 0.061" 8 39'- 3.5" MAX H0RI2. TL DEFL • 0.098" 8 39'- 3.5" 19-09 20-00 Design conforms to main windforce-resisting 6-06-10 6-06-05 6-08-01 6-08-01 6-06-05 6-09-10 1 system and components and cladding criteria. 1 12 1 1 1 1 1 1 Wind: 140 mph, h-25.1ft, TCDL.4.2,BCDL-6.0, ASCE 7-10, M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dir}, 7.00 p ',717.00 load duration factor•1.6, 4.0" Truss designed for wind loads 4 'Pe' in the plane of the truss only. M-5x6(5) `1 M-5x6(S) 0.25" 0.25" 0 cs, +I o t4-1.5x3 1/ ol N + /\1111001.1-1.5x3 • M-5X6 i a.- \ / 0 .... R" M- x4 1.25 M- x4 M-3x6 \ of M-5x8(S) Y ,0 , , l l 9-10-10 9-10-06 9-10-06 10-01-10 39-09 }2-00} • �PE `s' JOB NAME : POLYGON PLAN 3A NH - C9 Scale: 0.1504 c� Q N ✓ ; WARNINGS: GENERAL NOTED,unless otherwisenolert IA,78 '• f' 1.Bulder end erection contractor should be advised of all General Notes 1.mm design Is based only upon the parameters shown and Is for an Individual ® Truss: C9 and Wembigs before oonetrucaon commences. building component Applicability ofdesign parameters and proper �mr 3.Attritipresekm onal temporarybracingto lnsurmust�i Ntl�d where awnrtNaYon 2.DesIgn 4. passumes the top and brdon of component is ottoe m chords to be laty of tero breaededdeat er. jp!! '��. ;.;,.� � +-r�•<.,� . DES. BY: LA2'0.0.and,ib...&respeo*.ety west,bribed lib mtgboW m�elr lenno�m or t. Mlle responsibility of me erector.Add/lona!immanent bracing of continuous sheathing such asplyv Sud sheammg(TC)andfm aywaa(EC). v DATE: 3/12/2015 Ore overellsWetun b the responsibility of the bunking designer. s,yr tmpactMldg)ng or latent bracing required where shown.+ .I '9.7..�R N. SEQ. : 6206657 4.No bad should he applied to any component until album*bracing and 4.!midden of 0um Is the renppoonslbilty of the respective contractor. Y.� fasteners are complete and at no Sari should any loads greater man E.Design assumes busses are to be used In a noneorros va emhbnment ,L.1: . n• .ti `.. TRANS I D: 418842 design beds be applied b any oompmtwtt and are for'dry condition'of tee. II/� 5.Cornea=has no control mewled assumes no reapomlbRty forme I.Design assumes full Waft at an supports shown.Skim orweaga W !..rJ U L .(• � labrtoa0ort bending,shipment and InstalMBon of components. ocoeDesignery' provided. O.fib design M furnished subject to the Irritation set forth by a Plates shutbelocateedd000n bothuate tiacestor Suan,n ld placed so their oenler I�UI 11111 11I�1111111111 IIBI 1ft MTe USA In�/CampuTnls Software 7.6.6(11)-E request 10.Wu For bas Indicate ere plate In Inches. see ESR.1311,ESR-I eeR(bgrep EXPIRES:ES:1c2/31/2016 • 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 48R/DDF/Cq•1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2-1-2585) 552 1-10=1-378) 2170 2-10.1-2251 219 6-15.1 0) 373 SPACED 24.0° O.C. 2- 3-(-2344) 556 10-11=1-230) 1834 10- 3•( -41) 520 15- 7"(-696) 249 BC: 2x4 )(ODEND; 3- 4-(-1699) 509 11-12-1 -8) 61 3-11.1-730) 284 7-16-1-134) 956 2x4 DFESTAND A WEBS: 2x4 ROOF ANNPI LOADING 4- 5.1-22661 692 12-14.1 0) 0 11.- 4-1-121) 681 S IL( 25.01+DL( 7.0) ON TOP CHORD • 32.0 PSF 5- 6=(-2256) 533 13-15={-361) 2364 I1-13•(-142) 1315 TC LATERAL SUPPORT <• 12"0C. UON. OL ON BOTTOM CHORD • 10.0 PSF 6- 7.1-2830) 555 15-16.1-603) 3056 4-13.1-3721 1131 BC LATERAL SUPPORT <- 12"OC. U014. TOTAL LOAD " 42.0 PSI' 7- 8-(-4065) 797 16- 8-1-652) 3342 12-13.1 0) 75 8- 9•1 0) 114 13- 5-1-400) 273 OVERHANGS: 0.0" 29.0" LL " 25 PSF Ground Snow (Pg) 13- 6-(-624) 170 •• For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION IS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PS). 0'- 0.0" -246/ 1669V -285/ 272H 5.50" 2.67 'wort 625) 39'- 9.0" -334/ 1906V 0/ OH 5.50" 3.05 ROOF 1 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinqd . VERTICAL DEFLECTION LIMITS: LL4./240, TL4/180 MAX LL DEFL- -0.164" 0 25'- 6.1" Allowed • 1.942" MAX TI,CREEP DEFL • -0,327" 0 25'- 6.1" Allowed • 2.589" MAX LI DEFL - -0.036" 8 41'- 9.0" Allowed - 0.200" 19-09 20-00 MAX IL CREEP DEFL • -0.043" 8 41'- 9.0" Allowed • 0.267" 16-07-03 6-06-14 6-08-10 5-06-08 5-08-08 5-06-12 3-00-081 MAX BORIS. LL DEFL - 0,092" a 39'- 3.5" 1 1 1 1 1 1 1 1 MAX HORIZ. TL DEFL - 0.153" 8 39'- 3.5" 12 M-6x8 12 Design conforms to main windforce-resisting q 00 p Q 7.D0 system and components and cladding criteria. 6.0" 4 .(,f kind: 140 mph, h44.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ��, It !t0' MNFRS(Dir), oads 3 M-566(5) in the plane of the truss only. cs 0.25" I6 o M- 1.5x3 I/\ ..., r M -3x5 c 14-5x6 _ l� M-5x6 0 in r o M- x4 �, i .1 M x4 1.25' M-1:5x43 0 M-5x6 0 M-5x8 14-3x4+ M-6x10(5) M-3x4+ 3.27 .. - 12 l l l ), l 9-09-12 l 9-11-04 5-08-04 1-01-124-10-04 5-06-12 12-09 l l 1 25-07 11-05 2-09 y-00 l l l 26-07 1-00 13-02 l S l 39-09 2-00 `�,`(c i5%�O . JOB NAME: POLYGON PLAN 3A NH - C10 sale; 0.1294 R WARNINGS: GENERAL NOTES,unlessotheadsee noted: . . •'� _ ._...... 1.evader and*radon contractor should be advked of al General Nolen 1.This design Is based only upon the parameters shown and is for an Individual / '.'. T ru S s: C10 and Warnings before construction commences. building component.ApplIcaGGb of design parameters and proper _ Incorporation dcomponent is the reapmmEliity of the building designer. r •,.yam - z.aN compression web Wooing meet be Installed wars shown r. 2.Design assumes thetas and bottom chorda a be tawny braced at 3.Addleonsl temporary bracing Mintier.stability during construction T o t,and at 10'c.c.responds*,nhtem bated throughout their length Op �. - DES. 8Y: 12 K the responsibility of me erectors A4ditioeM permanent bracing d continuous sheathing such a s plywood shoamMg(1'C)and/or drywao(Bc) '17A,.f:-;.OREG().N''.02 r DATE: 3/12/2015 the overall sWctureletheresponsiMRyofOrebuilding designer. 9.7x1mpadbddgMgorletendbradngrequiredwhereshownrr "Y '.q+- Q.V 4.No load shook be scaled to any component until alter all wedag and 4.15510 ation of tram is Bre reeponWbiRy of the respective contractor. '9°41, 'SAY 1s. _�?•: SEQ. : 6206658 fasteners are complete and at no lime should any loads greater than 5•Design en area e�tlon o to b used in a neneariesM envlronmem, _ PA f1 design base be applied to any component. 8,Design assumes on bion*of u ad supports shown.alma;wedge O � .�U.L. c'` e. TRANS I D: 918842 S.Compul7w has no control over and assumes no responsibility forme nes ign ass fabrication,handing,shipment and Instension of components. 7.Design assumes adelocatquate d,Nnege 4 ed. 6.Ws 1P d1Ad esA is 808 ooples afwtach well be furnished upon ct to the Imitations set forth hued. E Males shad coincide AM dna center d on both mea of truss.end t��se Bib center 11111111111111111 l 11�� 0.Dlgita indicate size of a achee. E7CPf RS:1273112016 ` l MiTek USA IncJCompulrue Software 7.6.7(lL}E 10.For basic conceder p1sty demon" m see ESR-1311,BePOIO9a Weld IIIl1III(il( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 SAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF BlaBTR LOAD DURATION INCREASE - 1.15 1- 2-(-2585) 552 1-10-1-378) 2170 2-10=(-2251 219 6-15=1 0) 373 BC: 2x4 ROOF 915BTR SPACED 24.0" O.C. 2- 3-1-2344) 556 10-11.1-230) 1834 10- 3-1 -41) 520..15- 7.1-696) 249 WEBS: 2x4 KDDF STAND; 3- 4•(-1699) 509 11-1.2=1 4) 61 3-11-(-730) 284 7-16-1-134) 956 2x4 OF STAND A LOADING 4- 5-1-2266) 692 12-14-1 0) 0 11- 4=1-121) 681 LII 25.0)+0L( 7.0) ON TOP CHORD • 32.0 PSI' 5- 6-(-2256) 533 13-15=(-361) 2364 11-13-1-142) 1315 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7.1-2830) 555 15-16-1-603) 3056 4-13-1-372) 1131 BC LATERAL SUPPORT <• 12"OC. VON. TOTAL LOAD- 42.0 PSF 7- 8-1-4065) 797 16- 8.1-652) 3342 12-13=1 0) 75 8- 9-1 0) 114 13- 5-1-400) 273 OVERHANGS: 0.0" 24.0" IL• 25 PSF Ground Snow (Pg) 13- 6=(-624) 170 s+ For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IS. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 0'- 0.0" -246/ 1669V -285/ 2720 5.50" 2.67 KDDF 1 625) 39'- 9.0" -334/ 1906V 0/ OH 5.50" 3.05 KDDF ( 625) )COND. 2: Design checked far net(-5 oaf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-1/240, 11-1/180 MAX LL DEFL - -0,164" 0 25'- 6.1" Allowed • 1.942" MAX TL CREEP DEFL - -0.327" 0 25'- 6.1" Allowed - 2.589" 19-09 20-00 MAX LL DEFL • -0.036" 8 41'- 9.0" Allowed - 0.200" 1 MAX TL CREEP DEFL • -0,043" 8 41'- 9.0" Allowed = 0.267" 6-07-03 6-06-14 6-08-10 1 5-06-08 5-08-08 5-06-12 3-00-01 MAX HORIZ. LL DEFL - 0.092" 8 39'- 3.5" 1 1 1 1 1 1 1 1 MAX HORIZ. TL DEFL • 0.153° 8 39'- 3.5" 12 12 7.00) M-6X8 Q 7.00 Design conforms to main windforce-resisting 6.0° syatele and components and cladding criteria. 4 ,f-w- -6 q Wind: 140 mph, h-24.5ft, TCDL•4.2,BCDL .0, ASCE 7-10, M-5x6(5) !7 (All Heights), Enclosed, Cat.2, Exp.)), MWFRS(Dir), load duration factor-1.6, 0.25" M-1.5x3 End verticals) are exposed to wind, Truss designed for wind loads 0. f., M-5x6(S) in the plane of the truss only. 0 cv 0.25" Cl M-1.5x3 I +I digi -3x5 M-5x6 /All\k\lik j� M-5x6 ,,I,::. I l r 4h M-5x6 �• t l N- x4 r.25' M-1.5x o M-,x9 c 14-5x8 M-3x4+ 14-6x10(S} 14-3x4+ 3.27 .. 12 1 1 J3. 1 1 1 1 1 1 9-09-12 9-11-04 5-08-04 1-01-124-10-04 5-06-12 2-09 1 1 1 25-07 1 A. 11-05 2-091-00 1 26-07 1-00 13-02 39-09 2- 00 50 PROP JOB NAME : POLYGON PLAN 3A NH - D4 5 alta s • % Scale: 0.1294CA '4 WARNINGS: .4 :: oo GIMERAL NOTRE,Wass otherwise noted: w' _. f 1.Builder end erection oonhactor should be advised oral General Notes 1.This design Is based only upon the perimeters show end m form Individual Truss: D4 and Wemings beton conaduclon commences. building component.Applicability of design parameter and power t 2n4 compression web Mating must be installed Where shorn+, inoarperedm of componens Is eta responsibility of of the building designer. - - DES, BY: LA 3.Additional temporary bradrp to Insure stability during construction 2. n.e.SWIMS et 10'to top and vely in chards to d t rougho booed el Is the responsibility of the erector.Additional permanent bracing of 1 Go.end et 1a'do such aplywood woods erased throughout their length by ' n .h. eenm act fidshn Mg e e as Plywgod rolled wbare u andk.dwyW.Ir G7. ,9_ ()MGM 1oz,'`.,. DATE: 3/12/2015 the overall structure Is aro nsponsibliy otMs building designer. 3.2s Impact Midging or lateral bracing regvbW where shown•+ 4.No load should be applied to any component real after all bracing and 4.Inslaliaton of buss b the responsibility of the respective conkeetor. . SEQ. : 6206659reeeen naresom breandetnoemeehemRANS I D: 418842 design bads be*ogled to any component beds owner than 8.Dagen t rumen ondses ora m a used In a noncorrosive environment. `'''Alq 5 ` S� 'pl �iY�1 ``�� and ere fm•d condmon•oluse. 9�..; Y : 5.Gon'p lrvs hen tie control over and assumes no responsibility for the 6.Daslan essanee Nll beading el all auppodaabown.Salm comfits It :P4U L �; lebdcelen,bending,shipment and Installation of components. 7.Design assumes adequate drainage b ed. �� III II� �� 1�I I�I��I I) 6.This design's n CSI,copes ofwa the limitations Wished apo a.Platesshella fortd both sees o t1 rues,end placed so lhek antler .. .. lit! requestTranvlcAIn8csi,oopivaofwreohwllbeMnieheduponnesaandat centerwizetofpnInes. EXPIRES 121311201.6. ASITek USA,Inc./CompuTrus Software 7.8.7(IL)-E 10.For o Indicate co naaor plate dealgnnvvaluessea ESR-1311,KS11.10ee(MITA) 1E1111 This design prepared from computer input by IIPACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 114 2-11=( -738) 2233 3-11"(-260) 296 16- 8-1-698) 416 BC: 2x4 KDDF 4168TR SPACED 24.0" O.C. 2- 3=1-2656) 1050 11-12-) -513) 1862 11- 4-1-103) 554 8-17-)-302) 962 WEBS: 2x4 KOOF STAND; 3- 4-(-2405) 1043 12-13.1 -18) 61 4-12-(-752) 500 2x4 DF STAND A LOADING 4- 5-i-1718) 926 13-15"( 0) 0 12- 5=(-269) 695 LL( 25.0)+DL( 1.0) ON TOP CHORD- 32.0 PSF 5- 6-1-2287) 1248 14-16.1 -774) 2382 12-14-1-211) 1328 TC'LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2277) 1030 16-17-1-1180) 3076 5-14.)-681) 1133 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD • 42.0 PSF 7- 8-(-2851) 1097 17- 9.1-1280) 3364 13-14-) 0) 75 8- 9-(-4091) 1565 14- 6-(-400) 454 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 9-10-( 0) 114 14- 7"(-625) 293 7-16.1 -6) 313 JT 2: Heel to plate corner • 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -332/ 1908V -293/ 293H 5.50" 3.05 ROOF ( 625) 40'- 0.0" -332/ 1908V 0/ OH 5.50" 3.05 HOOF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing., VERTICAL DEFLECTION LIMITS: LL-L1240, TL-L/180 MAX LL DEFL - -0.036" 8 -2'- 0.0" Allowed • 0.200" 20-00 20-00 MAX TL CREEP DEFL • -0.043" 0 -2'- 0.0" Allowed - 0.267" 1 MAX LL DEFL= 0.187" 0 25'- 9.1" Allowed - 1.954" 6-10-03 6-06-14 6-08-10 5-06-08 5-08-08 f 5-06-12 1-00-081' MAX TLCRMAXELL DEFL.. -0.036" 8 42'- 0.0" Allowed - 0.200" f 12 MAX TL CREEP DEFL- -0.043" 8 42'- 0.0" Allowed • 0.267" 7.00 p 12 M-6x8 '07.00 MAX NORIZ. LL DEFL 8 39'- 6.5" 56 " MAX HORIZ. TL DEFL - 0.1 8 39'- 6.5" Design conforms to 1-41:0°,111:11!::::::81:fe:is:::: orce-resistingH-Sx6(S) system and componensndding criteria. 0.25" a 1.5x3 Wind: 140 mph, h•24.5ft, C - . CDL"6.0, ASCE 7-10, (AL1 Heights), Encls , C2, Exp.B, MNFRS(Dir), M-5x6(3) load duration facto = 6Endverticalla) azeo wind,r 0.25" Trussdesignedfor 0 7 in the plane of the truss only. tM-1.5x3 1 3 m M-3x5 m ....r�l' M-4x8 0 1/ 11 ^�.25" M 1:5x c M- x4 M-5x6 �0 0 M-3x6 M-3x4 M-3x4+ M-6x10(5) 14-5x8 . M-3x4+ 3.27 0. 12 /. i 1 l l 3. l 10-00-12 l 9-11-04 5-08-04 1-01-124-10-04 5-06-12y 2-09 y y y2-00} 25-10 11-05 2-09 2-00 26-10 1 00 13-02 y 3. k 1 2-00 40-00 2-00 OD iPR0 E Si , JOB NAME : POLYGON PLAN 3A NH - D3 Scale: 0.1363 � • 7� .7 WARNINOB: GENERAL NOTES,unless*handle noted: _� 1.Builder end erection coMmOmer*ctor should be advised of all Omer*Notes 1.lids design Is bated only upon the erameiers sham end Is for an IndMdual and Warnings before consbucdon commences. building component./19010 d8fy of design porametem sod proper Truss: D 3lncorporedon of component Is the responsibility of the bulling led0nen. 2.2x4 compression web brutctng must be Installed when shown«. 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure Bleary conetmcdon p OA and al 1g'ex,respectively unless braced throughout their le Ot by v DES. BY: LA Is the responsibility dine erector.Additional permanent bracing of continuous such ss pywoad sheaadng(TC)indict drywall c). 1.4 OR EGON,a; , DATE: 3/12/2 015 the overall structure Is the responsibMIY ergo balding designer. 3.2x loved bddging or lateral bracing required where shown vv 4.No load should be applied la any component one alter ad bracing she 4.Instdadon of Buss Is the res enslblly of the respective contractor. i G!AR' 'IS� •/� SEQ. : 62 0 6 6 6 0 Matenere are complete and at nems should any bads greater than B.Design assumes trusses are to be used In a naneoneslvs on*=Mint, ' .'.9I' ,4).. design loads M tippled to any component and Acs for'dry condutioM Df use, `1 w CI TRANS I D: 418842 A Compdrus has no control over and assumes no responsibility for the 9.Oesye amines full n lti".°al cog supports shown.Shim a wedge H !1 U,1...`" fibrinogen,handing,shipment and Insteilaion of components. 7,D sumes adequate drainage leprovided, 6.This design Is famished subject to the imitations ant forth by 0,Plates shag be located on both lanes of Inns,and placed so their center ��I��I H II II j TP7M?CAin BCSI,copies ofwid h wN be furnished upon mutest g Vo coincide with Mint f plats In i hes. EXPIRES:'12/31/201.6' . iBN1 N Mirk USA,lnc.lCompuTrue Software 7.6.7(1L)-Z 1o.For baste connector plots design values see ESN-1311,E$R-1906(hareld 1111 I1 This design prepared from computer input by Il��ii 1{11 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 OF 2400Ft LOAD DURATION INCREASE - 1.15 1- 2.4 0) 114 2-15.1-1004) 2240 15- 3•( 0) 222 11-23•1 -44) 291 2x6 KDDF 81aBTR T3 SPACED 24.0" 0.C. 2- 3•(-2741) 1390 15-16.1-1006) 2238 3-16-( -309) 194 23-12-(-724) 423 BC: 2x6 ROOF 415810 3- 4•1-23731 1382 16-17-1-1098) 2343 16- 4-( -397) 841 12-24•(-459) 1022 WEBS: 2x4 KDDF STAND; LOADING 4- 6-( 0) 0 17-18•(-1160) 2466 16- 5•1 -662) 418 2x4 ROOF STUD A LI( 25.0)+01.( 7.0) ON TOP CHORD" 32.0 PSF 4-5-(-1967) 1250 18-20.1 -47) 96 5-17.1 -27) 278 DL ON BOTTOM CHORD - 10.0 PSF 5- 7-(-2353) 1479 20-21•1 0) 0 17- 7•1 -246) 107 TC LATERAL SUPPORT <- 12"OC. VON. TOTAL LOAD • 42.0 POE 7- 9.4-2469) 1552 19-22.(-1238) 2470 18- 7-( -181) 199 BC LATERAL SUPPORT <- 12'0C. DON. 8-10•1 0) 0 22-23.1-1233) 2539 18-19•(-1120) 2387 LL • 25 POP Ground Snow (Pg) 9-I0-1-2171) 1341 23-24•(-1642) 3249 7-19•1 -112) 87 10-11-(-2578) 1504 24-13-(-1790) 3566 20-19.1 0) 66 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12.1-3007) 1588 19- 9-( -93) 366 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13.1-4278) 2158 9-22-1 -680) 474 -n---••-•-------------------Q...• 13-14•1 0) 114 10-22.1 -556) 1017 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-11.1 -457) 253 OVERHANGS: 24.0" 24.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORS BOG REQUIRED BAG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members loon). 0'- 0.0" -438/ 1908V -173/ 173H 5.50" 3.05 KDDF ( 625) 40'- 0.0' -438/ 1908V 0/ OH 5.50" 3.05 ROOF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 15-11-11 8-40-10 15-11-11 MAX LL DEFL • -0.032" 8 -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL • -0.039" 8 -2'- 0.0" Allowed - 0.267" 5-11-12 5-05 4-09-08 4-09-12 3-09-1Y�05-Y}909-03 4-02-02 4-02-02 3-00-Orf MAX LL DEFL • 0.190" 8 20'_ 7.0" Allowed • 1.954" ,( 1' ,( f 1. 1 1' 1 MAX TL CREEP DEFL - -0.301" 0 20 7.0" Allowed - 2.606" 11-09-08 MAX LL DEFL - -0.036" 0 42'- 0.0' Allowed - 0.200" 111-09-08 MAX TL CREEP DEFL - -0.043" 8 42'- 0.0" Allowed - 0.267" T f 12 M-3,114 8 M-3X4 12 MAX HOAR. LL DEFL - -0.091" 8 39'- 6.5" 7.002 "7.00 MAX HOAR. TL DEFL - 0.125" 0 39'- 6.5" M-4x6M- x8 11-4x6 Design conforms to main windforce-resisting M-5x6(S) 4 y T 11111166... 0 M-5x6(5) system and components and cladding criteria. s; N 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.?, NNFRS(Dir), o 3• +.1 load duration factor-1.6, o End vertical(,) are exposed to wind, ss or ^' inuthe planeeoffthewtruss o onads ly.A 1-3x5 M 4x12 0 J- i/ 1 �Q M-3x8 M-3x4 M-6x8 \ i4 �M-3x10 M-1.5x3 M-3x8 1.25" ..-.:M-.x6 M-7x8 ,, 0 M-1.5x3 M-3x4+ M-7x8(5) M-3x4+ 3.27 0, 12 1 1 1 1 1 1 1 J. J. 1 ). 1 1 5-10 5-05 4-09-12 4-08 4-11-081-0 111-312)-154-03-14 4-02-02 2-09 i 1 2-001 25-10 1 1 11-05 2-09 12-00 26-10 1-00 13-02 1 1 1 1 2-00 40-00 2-00 ftp PRop JOB NAME : POLYGON PLAN 3A NH - D2 Scale: 0.1335 �NG'Ne -6i��i„ WARNINGS: GENERAL NOTES,unless oUronvlse noted: o ''. "::78 . E r' 1.Builder and erection contractorahould be advised of all General Nates 1.This design Is based only upon the parameters shown end Is for an individual _ Truss: D2 and Wanting'beton construction Commences, building smarten Applicability of design parameters end Roper 2.2s4 compression web bracing must be!moved where shown 4, Incorporation of component Is the responsibility of Aha building designer. 3.Addbonst remotely bracing to insure edibility during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: LA Too.adateaHd,,.reepenply unddsh braced thmuglrout dFyw4��9 by .. . y: is the rasponslMiy of the rector.AddfBortal Demented daring of oonlnuous sheathing such as DATE: 3/12/2015 ore overall sbuaure Is the responsibility 9 plywood shea0dry(TG7 ardor dryweBggC)_ i%;. Pc bEyofthebuikmngdesigner. 3.2Imppeeabridgingorlatentbracingreguitedwhereshown++ 2'.% N�. 4,Na toed should be applied to any component untilaftera8 daring and 4.105 nlon olbusa Is ore m bliy of the resprays contractor. .10 4/ '.ryi;/. TRANS I D: 918842 4z". SEQ. : 6206661 (Menem re complete end at no Bma shoal any loads greater gum 5.Design assumes hisses re to be used In a rtenearoeve environment, ... F.F A6v'. design loads be gaoled to any component.5.t ompuTn a ha no control over and assumes no reresponsibilityresponsibilityfor mand tiro for"dry condition'of use.O.Dn�egnnaassumes hot bearing at an supporta shave.Shim of wedge N Pdy. W ..UL.: e Is provided. 8.�s design la furnished sub ed to thnt and installation irdlanons set tone bye S.Platers shall be locatedon 7.Design assumes fakes al truss,and placed so Omar center I��IIiiiIII1I 01111 1�I�l1l�lll l�t -rpMlei U Aaina/COmpuT Software7S.7{1L)EBost,copies of xenon will be ennIshed upon nQ�� 10.Par cInes ccconnector petedesign values see ESR-1311,ESR-1885p.1Tep EXPIRES:12/31/2016 9.Digits indicate Are of late In inches. • 111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP-0 SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2s4 DF 2400F; LOAD DURATION INCREASE • 1.15 (Non-Rep) 1- 26( 0) 114 2-15-(-1185) 4537 15- 3•3 0) 331 11-23•( 0) 457 2x6 KDDF 816E10 T2 2- 3-(-5477) 1552 15-16"(-1189) 4534 3-16•3 -390) 273 23-12-(-1180) 207 BC: 2x6 KDDF 818818 LOADING 3- 4-(-5115) 1707 16-17•(-1637) 5178 16- 4"( -3801 1549 12-24-) -3981 2022 WEBS: 2x4 ROOF STAND; LL - 25 PSI.Ground Snow (Pg) 4- 5"( 0) 0 17-18.(-1719) 5409 16- 6•(-1453) 684 2x4 DF 2400F It; TC UNIF LL( 50,0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 12'- 0.0" V4- 6.3-4353) 1516 18-20-) -55) 170 6-17-( -26) 451 2x4 KDDF 0168TR B TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 12'- 0.0" TO 28'- 0.0" V6- 7*(-5198) 1890 20-21-( 0) 0 17- 7•) -372) 173 TC UNIF LL( 50.0)+01.( 14.0)= 64.0 PLF 28'- 0.0" TO 40'- 0.0" V7- 8.(-5480) 1961 19-22•(-1711) 5481 18- 7.3 -419) 331 TC LATERAL SUPPORT <* 12"0C. 00N. BC DNIF LL( '0.0)+01) 40.0)- 40.0 PLF 0'- 0.0" TO 40'- 0.0" V8-10-(-4803) 1651 22-23-(-1430) 5261 18-19.(-1676) 5278 BCLATERAL SUPPORT <- 12"OC. MN. 9-10-( 0) 0 23-24-1-1584) 6420 7-19•3 -48) 107 . TC CONC LL( 500.0)+DL( 140.0)- 640.0 LBS @ 12'- 0.0" 10-I1-1-5601) 1871 24-13•(-1724) 7047 20-19-( 0) 128 " -.--..„ -... IC CONC LL( 500.0)401( 140.0)• 640.0 LBS @ 28'- 0.0" 11-12•(-6163) 1810 19- 8-( -161) 683 ALTS -RACIN-- 12-13-(-8418) 2177 8-22•(-1537) 732 2T9TBRACING AT TOP CHORD AREAS ASOC TOS. FOR 13-14-( 0) 114 10-22.( -568) 1945 ALL FLATAS SOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY CUE TO THE BEINIAM 22-11•( -547) 267 --. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -943/ 3460V -171/ 1718 5.50" 5.54 KDDF ( 625) 40'- 0.0" -943/ 3460V 0/ OH 5.50" 5.54 RODE ( 625) (Co00. 2: Design checked for net(-5 pa)) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL"L/240, TL-L/180 MAX LL DEFL - -0.032" 4 -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL - -0.039" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL - -0.309" 8 20'- 7.0" Allowed - 1.954" 0-06-14 MAX TL CREEP DEFL- -0.615" @ 20'- 7.0" Allowed - 2.606" 0-06-11' 1'fMAX LL DEFL - -0.036" @ 42'- 0.0" Allowed - 0.200" 11-11-11 16-00-10 11-11-11 MAX TL CREEP DEFL - -0.043" @ 42'- 0,0" Allowed - 0.267" f 5-11-12 5-05 /3-09-09 4-09-12 f 5-03 202-0off9-02- 02 14-02-02 '3-00-00MAX 80011. LL DEFL - 9.151" @ 39'- 6.5" MAX H0RI2. TL DEFL - 0.250" @ 19'- 6.5" f f If 4 11-09-08 - 11-09-08 Design conforms to main windforce-resisting gg �4 yy '( system and components and cladding criteria. 1 12 M4 Id0@ M_3x4 M- x8 M- x4 Tfd5x10 12 F �9 "<Z17.00 Wind; 140 mph, h-22.Ift, TC0L•4.2,BCDL'6.0, ASCE 7-10, 7.00 p j1 _ _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14 3x4 load duration factor-1.6, End vertically) are exposed to wind, '''r -i ind loads M-3x9 + Tr3x10 inuss thedplaneed offor thewtruss only. c 2 a 1111.111114,"4,.. M18HS-3x18 a co M-4x10 `s. rDi� `=- . c)M-4x8 M- x4 5.-ani"......, 4 1 M-1.5x3 M-4x8 +.25" M-.x8 M- xl+ o _M-8x8 ` a M-1.5x3 M-3x4+ M-3x4+ M-7x8(5) 3,27>a 12 ) Y Y ), 3' Y 1 1 Y Y 3 5-10 5-05 4-09-12 4-08 4-11-081-01-1 -154-03-14 4-02-02 Y2-09 Y Y Y Y 2011-05 2-09 2- 00 k • 25-10 YY 26-10 1-00 13-02 Y Y 1 Y 2-00 40-00 2-00 QED.PRO 4 JOB NAME : POLYGON PLAN 3A NH -- Dl0 ° `�` Scale: 0.1244 WAR40NBs: OBNBRALNOTBB,unless oB,andsenoted: .. ..,. 1.Budder and erection conbadw$hould be advised of e8 General Notes 1.This design is based only upon the paremeters drown and 1s bran individual . Truss: D1 and Waudngs aero,.coobuWar commencaa building component.Applicant),of design poremeMm end pro - Incorporonon of component is the responsibility Mem building d1ner. 2.2s4 compression web racing muss re installed where onsrn+. 2.Design sumo,the lop and bottom chords to be laterally braced at 3.AddltlOirei temporary daring to Insure stability tludng construction 7 o.c.end N 17 ex.respectively onlays brsadffuoupkeut doh length by �' . ... %4' DES. BY: LA a the responsibility a the erector.Additional permanent daring a oon8n"ous shuttling such as pywood ahsatinnefC)amflordrywN(BC). A 'Y OREGON.p. DATE: 3/12/2015 the aoverall'Wehrle is the any component *Eine augamg desgner. 9.2s Impact bridging or lateral bradng required where shown••;. . 'ili re 4.No bad should be applied to any component unffi after of bracing and 4.installation Gauss Is the responsgaMy of the respective antrador. 'y,[�. A'y 1�J (�•,' SEQ. : 62 0 6 6 6 2 festeeers are complete and at 00 ems should any loads greeter than 5,Design assumes Mases w to be used in a rroncamnNe environment. "T aeries fsumesog beednfae. ?Sl. design bads be angled b any en assn 9.end en assumes fug roaming at ate supports shown.SMma wedge it 'p .0 L T•`. TRANS I D: 418842 S.CompuTrus has no contra over end assumes no responsibility for me OWONM,. fabdafon,handing,shipment and installation of components. 7.Design assumes adequate drainage is pruned. n� 1111111111'ggl+8, BpB, B. design N fund psub)ect to the ed imitations tatioe f ons set lodh by request A Plates uessosh a be located rapt both fuss abuse,and placed so m*center R S:1'1/3 /2{)3 6 1111 1111 UTI'11111 �11i 04110k USA,(n a copies Software 7.6,7(1 L)-Z iste In hiches. 0.Digits aaslcIndicate onneclor plate deNpn values see ESR 1311,MR•lose OMrek) 000111 �It III (�I� This design prepared from computer input by III 111 NNN. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq-1.00 TC: 2x4 ROOF 11OBTR LOAD DURATION INCREASE - 1.15 1-2=1 -3) 141 5-6=(-261) 253 5-2-(-473) 238 BC: 2x4 KDDF Ila BTR SPACED 24.0" O.C. 2-3-(-140) 126 2-6=1-220) 238 WEBS: 2x4 ROOF STAND 3-4-) 0) 0 6-3=1-148) 158 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 BRG AREA TOTAL LOAD- 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -70/ 51IV -111/ 159H 5.50" 0.82 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 203V 0/ OH 5.50" 0.32 KDDF ( 6251 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 IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.029" 8 -2'- 0.0" Allowed - 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL- -0.036" 8 -2'- 0.0" Allowed - 0.267" MAX TC PANEL LL DEFL - 0.025" @ 2'- 1.0" Allowed = 0.246" 3-09-04 0-03-12 MAX IC PANEL TL DEFL - 0.028" 0 1'- 6.9" Allowed = 0.369" 12 MAX HORIZ. LL DEFL - -0.001" @ 3'- 7.5" f 7.00 J M-1.5x3 4 MAX HORIZ. IL DEFL ..- -0.001" @ 3'- 7,5" -e Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCD&"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 , v 1 co1 ,n 0 i M co r rV I M-1.5x3 M-3x4 1 y J- 2-00 2-00 4-01 .. '1 F 6' JOB NAME : POLYGON PLAN 3A NH - E2 . Scale: 0.4767 % R.",. :. WARNINGS: GENERAL NOTES,unless otherwise noted: ..tr ' L. . 1.Builder end erection contractor should be advised of en General Nolen 1.Thin design Is based only upon the pounders shown end Is for en Individual ,: :.p J U Truss: E2 and Warnings before oonstructlon commences, bulging component Appnwgnty a Malin perimeters and proper 2.224 bracing must ha Installed where sham., incorporationsbuilding ' compression web the Copan la the o of the*braced Item. 3.AddilonW temparary bredng to Mum stabRry dudng consimNon 2 Design and al 1M top and respectively d thr uaho bead et DES. 8Y: LA ro.aarusaeatos rcchasph unMasintactthroughout drywal�9M), h Is the reaponsmuty ansa erecter.AdalonW permanent bracing of continuous sheathing such as prywood eheaud (TC)and/or dmraafsc DATE: 3/12/2015 the waren siruobge Is the responsibility ohne bulldog designer. s.2a impact bndribm or lateral bedng required Where shown+:y"a°�B0) It,. EC;@5N f1 4.No toed ehadd be applied to any component and atter an issuing and 4,Installation Otiose is the responatbtity of the renpedNe contractor. .. �..' SEQ. : 6206663 fasteners weconnebeManournsshoredany Ioadegreeter Nan S.Design masmmaswisesare tobeused braodn<momveemhommM d 's 40 V' 1�i 2: TRANS I D: 418842 design lads be applied to any componentand are for ary condlon•of we. 9 /� •1 %' 6,CompaTnm has no control war and assumes no Maponsibimy for the O.Design'Acmes NII bearing a an supports sham.Shim or wedge t ry V.�.R` . lebticooue.handling,shipment and Installation of components. Design Is provided.rI p S.This desten b fundehed staged a the t dtations set forth by a.Plates than be located en both faquate ce at buss,and placed so their comer .- IIIIII till ill 111III IIMIlek USA,InwCorrtpuTrua Software 7 7.6.6(113-E tines U For�q on�oa�design values see ESR-1311,ESR-tele(MITeb) EXPIRES:12/31/2016 !II 11111.! This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4NR/DDE/Cq-1.00 TC: 2x4 'MDT 8166TR LOAD DURATION INCREASE - 1.15 1-2-( -3) 141 5-6-(-261) 253 5-2"1-473) 238 BC: 2x4 ODD? 816BTR SPACED 24.0" O.C. 2 3-(- 1400)11266 2-3-(-220) 158 WEBS: 2x4 ODD? STAND LOADING TC LATERAL SUPPORT O. 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"OC. DON. DL ON BOTTOM CHORD - 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED SRO AREA TOTAL LOAD - 42.0 PSF LOCATIONSS REACTIO/ NS -111/ACTIONS SS IZE "ZE S0Q.IN.N KD(SPDE (CIES) OVERHANGS: 24.0" 0.0" LL - 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 203V 0/ OH 5.50" 0.32 KODF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL- -0.029" 8 -2'- 0.0" Allowed - 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0,036" a -2'- 0.0" Allowed - 0.267" MAX TC PANEL LL DEFL - 0.025" a 2'- 1.0" Allowed - 0.246" 3-09-04 0-03-12 MAX IC PANEL TL DEFL - 0.028" A 1'- 6.9" Allowed - 0.369" '� 1' MAX HORIZ. LL DEFL - -0.001." 0 3'- 7.5" 122MAX HORIZ. TL DEFL - -0.001" 8 3'- 7.5" 7.00 p • M-1.5x3 1 -e Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-150t, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-3r.4 I r c, p cs v.,O i rt O 1 N Iit!iirrs.WM 1 ewe X- r'- 5 1.-=_-.1 r��6 -I M-1.5x3 M-3x4 f 2-00 y 4-01 JOB NAME : POLYGON PLAN 3A NH - E3Sale; 0.4767 04/- WAN1881GI: GENERAL NOTES.unless otherwise noted: _ ._.... 1.Builder and erection sontredor should be advised doll General Notes 1.Thts design Is based only upon the lens shown end le for an Individual Truss: E3 end WYnInge before oonsmmden commences. building component App8o:005y design pFeramsteus and proper ' 2.2%4 compression web bradnO must be Installed whero shorn+. Incorporation of component Is Me respondbilty of the holding designer. _ . s.Additional temporary brining to macre stability dining constnn8on 2.Design mums die top and bottom chords to be laterally braced at45 DES. B Y: LA m the responsibility of the erector.AddNenal penmaneMbraclap of 2'o'c'and at 700'0' pe ely b nless braced throughout their lenrpgth by A�� oonanuoussheating such as plywood stmathbp(FC)andrordryw$H(8C). �'Sv/jj.OREGON'.C)v `�'^ the overall le the PX90n$11MY p DATE: 3/12/2015 4.No bad ehaud babee est to am eaiponretidd dsOnd�g ane 4.1r�Mlemihaao 01 inse1t the reams ho a a contractor. ` port n U 4 Q' S.Desi n wumee busses ere to be used In a noneoaoshra eraAronmanl, •TL. ,7 Y � SEQ.: 6206664 lastermu im loads pplidto atnoBmu'benL any hadagroatwthan end CC,for"dryuedltwl"010". use. '! i',4 L, v TRANS I D: 418842 design beds be*poled to any component B.Design assumes full beefing el a8 supports shown.Shan or wedge IfUL 5.CenpuTn a has no control over and assumes no responmbmty for the nanssary .. rebdoadon,handing,:Nprnent and instabaeon of components. y.Design assumes adequate drainage Is pfoutdid. B.Tide design is btmIshed subject to the Imhleaons set forth by 8.Plates shell be heated on both feces meets,and placed so their center 11110111111`U I ' I(ij�� TPIMTCA hi SCSI.copies of width sum be furnished aeon request 0 Digits Indicate s�ofptlattin I Ines. EXPIRES:12/31/201.6 I Ij'!l Welk USA,Inc./Compuares Software 7.6.6(11)-E to.pow bade connector piste design values see ESR-1311.E811-108S Weld 1111(1ORE This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" rOND. 2: Design upliftp TC: 2n4 KDDF B1&BTR LOAD DURATION INCREASE . 1.15 9 Checked for net(-5 psf) at 24 "oc s acing. Design Conforms to main roe-resisting BC: 2x4 KDDF R1bBTR SPACED 24.0" D.C. system and components andd cladding criteria. TC LATERAL SUPPORT <- 12"OC. DON. • LOADING BC LATERAL SUPPORT . 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF Wind: 140 mph, h-Lsft, TCDL�4.2,BCD1r6.Or ASCE 7-Ill, ' DL ON BOTTOM CHORD " 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWfRS(Diri. TOTAL LOAD - 42.0 PSF load duration factor-1.E, Truss designed for wind loads LL• 25 PSF Ground Snow (POin the plane of the truss only. LItlITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall VON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. Refer or equal typical at stud verticals. Refer to Compu?ruSus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING 7.00 v s 2 TO ONE FACE ONLY .a w r j o / r- -t o l 0 t ,» 0 t N 41. A- 3 •P y 2-00 9-01 JOB NAME: POLYGON PLAN 3A NH - El ''s`QNGP e$s0 . Scale: 0.6697 • • ,.'. 2' 4, - r7.. WARNIN08: OENBRAL Nana,tiniest*Mendes noted: 1.Builder and erecSon contractor should be advised of ailGeneral Notes 1.This design Is based only upon the aerometers and is furan Individual Truss: El end Warnings before constrwAon commences. Mdklng component Applicabti8y or design parameters and prow 2.244 compression web bradng must be Installed where shown 4. htccrperadon of component Is the respo ofthe bWldhg designer.- ' DES. BY: LA 3.Additional 2.Design assumes 2'94"a ttd venom chords c laterally t their at temporary bracing to Insure srodmy during combustion Toa.and at V Is the responsibility of tine erector.Additional permanent bracing of peas ply odds braced throughout endfn drywal by 4 DATE: 3/12/2015 the overall structure is the responsibility of d 24 ImuNbddgtous AhgsuehlSidondalredw anNad '� OREGON i.Ory be h g designer. 4.2stInstsm Impact bodging Is Me respractrgre°Himrhpetive co t+ ... � ,t �, SEQ. : 6206665 4.No bedshautdmlete tippled component anyunel rifer enbracingad 4.Mita softress Is es responsibility euseeinere-coirotw environment, ti .•y !f, fasteners as complete and at no time should any loads greater than 5.Design assumes trusses are lobe used In a non.00rrouve anMronmant, S�' qAv.A6. `_' TRANS I D: 918892 design bads be applied b any compasot end are for dry condltorf of use. /� 5,Comp Tion has nc control war end assumes no responsidity nor the a Design mann fon booting at 59 supports shown.Shim or wedge it .�`l..1 4 u•�. \ tabnlca1on.herding.shipment and Installation of componenfa. 7.Melon assumes adequate drainage is provided. II{G��II�I 1111111/1�INI UIM 1111111111111 0.This design le famished subject to the t'vhletlans set forth by a.Pfatn shag a located on both faces of buss end placed so their center :..: YPINWTCA in Beef.copies of which will be furnished aeon request. Area indicat Mut pint center inn. EXPIRES:1?131/2016' MiTekliSA InofCompuTrus3eHware7.6.6(1L)-E 10.FForba %omre�plaeedesignvWnessee EBR-1311,ESFF1588(MiTeld ....................................._.I... ... • 1111111 This design prepared from computer input by PACIFIC LUMBER.13C LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1I.2" IBC 2012 MAX MEMBER FORCES 4HR/DDF/Cq=1.00 TC: 2x4 HOOF 81611TR LOAD DURATION INCREASE • 1.15 1-2-( 0) 86 2-5-(0) 0 BC: 2x4 KDDF 616 BTR SPACED 24.0" O.C, 95 3-4•(-137) 487 TC LATERAL SUPPORT c• 12"0C. GOP. LOADING BC LATERAL SUPPORT c- 12"0C. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD• 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 esF LOCATIONS REACTIONS REACTIONS SIZE SQ.10. (SPECIES) 0'- 0.0" -22/ 375V -197/ 426H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 RODE ( 625) 5'- 11.2" -408/ 471V 0/ OH 1.50" 0.60 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSI' LIMITED STORAGE 9'- 11.2" -91/ 107v 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED 85 IBC 2012. THE BOTTOM CHORD DEAD LORD 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 f -y MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" 8 -1'- 0,0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.145" @ 3'- 4,8" Allowed • 0.576" MAX TC PANEL TL DEFL - -0.146" @ 3'- 2.5" Allowed • 0.864" MAX HORIZ. LL DEFL • -0.012" 8 9'- 10.4" MAX HORIZ. TL DEFL - -0.012" 8 9'- 10.4" Design conforms to main windforce-resisting system and components and cladding criteria. Mind: 140 mph, h-24.4ft, TCDL-4.2,0CDL•6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-1.6, 14.00 Truss designed for wind loads in the plane of the truss only. w-r r- o ao l 1 N N M r1 0 o o - -1 :. l o 14-3X9 r y y ,1 Y 1-00 6-00 3-11-03 (PROYIDE FULL BEARING:JCs:2,5r3,41 � I P� t Q JOB NAME : POLYGON PLAN 3A NH - DJ10 • '� q. Scale: 0.2822 WARNINGS: GRNIRAL NOTBI,unless otherwise noted: ... .: 1.Builder and endlon contractor should be advised of tri Metered Noires 1.Ns design Is based only upon the parameters shown and In for an MMMdusl I. rind Warnings before construction commences. building component Applicability of design parameters and proper Truss: DJl 0 Incorporation of component Is the rsaponddbry of OM belM11g dellgnor. •: Z.2a4 oonwrucbn web bradng must be Installed shown s. 2•Design mums the top and bottom ohords to be laterally braced at 1.Adndonal temporary bracing to haus stability during construction ABB. BY: LA (sthe responsfoNly of the sada.Addmonal permarront bracing of l'o.o,and at 10'o e,respectively urine braced throughout their length 6y continuous sheathing such as plywood sheathkg(TC)antes drywas(BC). 1 :OREGON ky DATE: 3/12/2015 tt,e overalnfudero Is the responsibility of the bulking designer. 3.2si obi bridging ortderalbradns required where shown•• `fl T- 4. SEQ. : 6206666 r"a°st load arscemplefeeld be enndreItnolimcae°ahodilanyl�aromaggu S.Desig"aacoMe bradng and 4.Installation of buss is the�eroiobeUSWsibility in.non<r0 contractor. '.7'�qpY 1y �j desgn bade be applied to any component. end aro Por'dry corditlen'of use. [1 TRANS I D: 918842 S.CompuTrus has no control over and assumes ase responsibility for the 8.Design NII beaMas4".°I etu all'monads ahovm.8Nm orwedge U PA U `'` rebacaBon,pending,shipment and Intonation of component:. neceswry.T.Design assumes adequate dnMlepe Is prodded. 4.This design is famished subject to the imitations sly forth by B.Panes shad be located on both feces of truss,and placed so their armlet 1 ill lid �o��1n111111110111 IIS TPUWTCAM BCBI,copies ofwNchwl9beMmlsheduponrequest. Ines Hi Digits sine of491Met contra inches. EXPIRES:12/31/2016 MITek USA,InciCompuTrus Software 7.6.6(1L)-E 1o.For bub connector plate design vanes see 01R-1311.8084940 WsraM) 1E11111 This design prepared from computer input by iii p PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 010BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 86 2-6-(0) 0 BC: 2x4 KDDF 816010 SPACED 24.0" O.C. 2-3"(-618) 500 3-4-1-217) 92 TC LATERAL SUPPORT <- 12"OC. UON. LOADING 4-5=( -59) 0 BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PSF DI ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 12.0" 8.2" TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX HOPI BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) IX . 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -209/ 475H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 MODE ( 625) BOTTOM CHORD CHECKED FOR A.20 PSF LIMITED STORAGE 5'- 11.2" -411/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -179/ 179V 0/ OH 1.50" 0.23 MOD' ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 (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 - -0.002" 0 -1'- 0.0" Allowed - 0,100" MAX TL CREEP DEFL --0.003" 8 -1'- 0.0" Allowed - 0.133" MAX LL DEFT, - -0.001" Q 10'- 8.2" Allowed - 0.068" MAX TL CREEP DEFL - -0.001" 4 10'- 8.2" Allowed - 0.091" MAX TC PANEL LL DEFL - 0.144" @ 3'- 4.8" Allowed - 0.576" MAX TC PANEL TL DEFL - -0.145" B 3'- 2.5' Allowed - 0.864" MAX HORIZ. LL DEFL - -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL =-0.014" 0 9'- 11.2" Design conforms to main windforce-resisting /14.00V . system and components and cladding criteria. Mind: 140 mph, h-24.9ft, TOOL-4.2,BCDL-6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), 1 load duration factor=1.6, .-, Truss designed for wind loads ofVto the plane of the truss only. a.-r 0 1 1ui 0 -, o J. l ). 3, 1-00 6-00 4-08-03 IPROVIDE FULL BEARING,.3ts:2,6,3,41 JOB NAME •. POLYGON PLAN 3A NH - J11 5vti oNe6.�0, .. Scale: 0.2690 �`'. �. WARNINGS: DENIM NOTE%Wrteasotnerwise noted: - 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown end Is for an Individual Truss: J11 and Warnings before construction commences, building component.Applicability of Minion peramotent and proper 2.2x4 compression web bracing must be Installed where shown+. Inoorponeton of component la the respora ibldeyy oldie building designer. 3.Adele"temporary brJohnD to bio re atMOety dvdrg eorlotrueeun 2 Design assumes the top and bottom chords*bo laterally braced al DES. BY: LA Is the mpmmlUift of them err,Addl8enal pemtemnt bracing of 2'oa and at 10 0.0.respectively unbss braeed throughout length by • cenlhhuousaMaNbpsuen as plywoodahesOwhero)sndrordrywati c). }v'9;f.OREGON', ., s'•r • DATE: 3/12/2015 the worse structured Me responeibfMty of the bulking designer, 3.2x Impact bridging or lateral bora required where shown++ rt, -Y ,. SEQ. : 6206667 4.fasteners arewmpleteandatnoNo load should be tippled to sny lmmsohoud:yloads after greM:in:o 4.Installation nttams rtoobeeuneedInanoon•coresporroosNsemvironnment '' �'47�Y tis 2 TRANS 2 D: 418892 dalgn bans to ennead to any borrponant e e a are naoa ne A be etauts 'g : -PAUL Zt.1. 6.CompuTrus has no central mer erg assumes rro rapomldlty fw 1118 Dead 'N'PP. ^81dm wwedge K . . fabrioadon,handling.shipment and inateneton of oomponente. T.Design assumes adequate drainage le provided. . • � �1 1 III '�II'!I II 1��lul�� B.This design h furnished subject to One gmltalbns set form by 8.Plates shalt be located on both feces of truss,and placed so grew center :. . TFIAWrCA In HCSI,copies of which wit be fumishod upon meant u a ih indicate e a Joint MdnBStea. EXPIRES:12/31/2016- MITekUSA,(nc.iCompuTrus Software 7.B.0(1L)•E 10.For basic connector plate design values see ESR-1311,ESR-10138 gores) 111I13 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.9" IBC 2012 MAX MEMBER FORCES 414R/DDF/Cq*1.00 TC: 2x4 KDDF 8168TR LOAD DURATION INCREASE = 1.15 1-2=( 01 86 2-5=(01 0 BC: 2x4 KDDF I14BTR SPACED 24.0" O.C. 00 3-4-(-140) 590 TC LATERAL SUPPORT <= 12"0C. UOS. LOADING BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BRG DL ON BOTTOM CHORD= 10.0 PSF LOCATIONSBEARING MAX VERT REACTIONS MAXCHORZ SIZE REQUNIRED(BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- O 22/ 375V -199/ IONS S,ZE^ S0.60Q.I (MKT ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -412/ 474v 0/ OH 1.50' 0.61 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.9" -94/ 1105 0/ OH 1.50" 0.18 KDDF ( 6251 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 A- -1 MAX LL DEFL- -0.002" 8 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEM ., -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.144" 9 3'- 4.8" Allowed - 0.576° • MAX TC PANEL TL DEFL = -0.145" 0 3'- 2.5" Allowed - 0.864" MAX HORIE. LL DEFL - -0.012" 8 9'- 11.2" MAX HORIZ. TL DEFL - -0.012" 8 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat,2, Exp.B. NNFRS(Dir), load duration factor-1.6, 14.00 Truss designed for wind loads ch in the plane of the truss only. o : t O O I ' m N o '-. O r-, I o rr a 0 I o M-3x4 a l Y } Y 1-00 6-00 3-11-15 IPRoviDC FULL BEAAINGIJt9:2r5,3,9+ at g R 04:6i 4:6i� JOB NAME : POLYGON PLAN 3A NH -- J10 tit Fig..'d9 Scale: 0.2799 :,78 e WARNINOS: GENERALNOTBB,wdu eoMendse noted: ......,... 1.Builder and arecson contractor should Its advised dal General Notes 1.This destg,i Is deed only upon the parameters shown and Is for an Individual ""- _ Truss: J10 and Warnings More construction commences.mences. bu5ing component Applicability of design paremetera and proper - 1.244 compression web Madng must be Installedwhete shown+. Incorporason of component Is the nreponshmAy ofthe building designer. --;'•! .' 3.AGalonal tanporary 1;001010 Insure stability during construction 2.2'o c.memos oto fop and bottom dicoria to be lly braced at . DES. BY: LA Is tin responsibility law erector.Additional pennanentbredng of 2'ri a and at 1C on.respectively unless braced throughout0their lennggtth by t+' .4 ma ; continuous/neighing such as plywood shaembtp(TO)andrardrywalW). • Iv OREGON d. DATE: 3/12/2015 the areal structure is the responsibility ulthe building designer. 3.etcImpact bridging or lateral tradng required where shown++ : '.fr •. ri 4.No load should be rippled to sny component anal alter al bracing and 4.Indolence of buss Is the respo,WbWM rine raepa ova contractor. "4 :...+Q'�!' AS ,' SEQ. : 6 2 0 6 6 6 8 listeners are complete and at muftis should any loads greater than 6.Ouign assumes aussea are to be used In s rwnconoshm emirenment 9 V Rs design Ponds be applied 10 any Component ind ace(or"dry condltloM of use. �}A ' .. . TRANS I D: 418842 5.CompuTrs has no control over and assumes no responsibility for the 8 npeeema"r:reume roti beating at ell supports shown.Shim or wedge if U fabdca6on,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is pprrocdded. .. B.This design Is furnished subject to the Naaasons set fast by d.Plates shell be located on both faces of truss,and placed so their center �1�I1 iI1I) �(81 till I1j8(��II TPIANLCA in BC51,mase of which SAB be furnished Won request, 9.alts coincide diate size with of cls int Incches. 'EXPIRES:12/a�i�Q16: II LIN eek USA,IBOK copies Software 7,8.6(1 L)-E 19.Far bask connector pieta design values sea BSR•13N,ESR•19ae QdITat4 I Ili-HE This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAR 8'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KODF 81681R LOAD DURATION INCREASE - 1.15 1-2•( 0) 86 2-5'(0) 0 BC: 2x9 ROOF 81IBTR SPACED 24.0" 0.0. 2-3-)-480) 429 TC LATERAL SUPPORT <= 12"OC. DON. 3-4•(-112) 49 LOADIOG BC LATERAL SUPPORT d. 12"OC. DON. LI( 25.0)tDL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -179/ 3868 5.50" 0.60 ROOF 1 625) LL - 25 PSF Ground Snow (Pg) S'- 9.2" 0! 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -371/ 439V57 0/ OH 1.50" 0.569 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.9" -50/ 57Y 0/ OH 1.50 0.09 ROOF ( fi25) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD D AD LOAD IS A MINIMUM OF 10 PSF. ]COND. 2: Design checked for net(-5 psfFuplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL.L/240, 1L•1/180 fi MAX LL DEFL=-0.002" 8 -1'- 0.0" Allowed- 0.100" MAX IL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed - 0.133" MAX TO PANEL LL DEF, = 0.153" 8 3'- 9.8" Allowed = 0.576" MAX TC PANEL TI. DEFL= -0.156" 8 3'- 2.5" Allowed - 0.869" MAX HORIZ. LL DEFL - -0.009" 8 8'- 11.2" MAX HORIZ, TL DEFL - -0.009" 8 8'- 11.2" Oesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-23.9ft, TCOL.4.2,BCOL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.6, MWFRSiDir), load duration factor-1.6, o Truss designed for wind loads r, in the plane of the truss only. 1rr 1.... 0 r 0 i ^ /11-3z4 o � 0 t ,I ). 1, y 1-00 6-00 2-11-15 [PROVIDE FULL BEARIHG:Jts:2,5,3,4] W.I PRQ . .p 1. JOB NAME : POLYGON PLAN 3A NH - J9 \� A..0114e. /o. Scale: 0.3138 �.. �`• �'. .i..c�yy GENERAL MOTHS,unless omendce holed: - 7p. ' .e WAR/defeat Truss: J9 1.Builder end erection contractor should be advised of all(general Holes 1.This design la based only upon the maters sham and is for al lndhlduel . ,. and Warnings before canontoaon commences. bulpinn componerR design 2,2s4 comprasslonweb bradng must be installed where shown.. incaporetbn of compponeM Is nsi responsibility tooendpror ' ..:..:. • rospo MryMmebdldire r. •'; . .'... �:.: .,_:'{:..,_.i.....-:..:: DES. BY• LA 3.Addllalel temporary bracing to Insure stability during aastmclon Daslgn and st 1M ma top and bottom chords w be literary bread si Is the raapanslllmy ofthe erector.Addilonel pennsnentbrsd g of continuous an or arra st sp'4s respeuon ctively plywood braced tC)snout their b try cenmpactbhsthingstetalb cingreghee whets ' 'C3 iE=Q0fJ,. .'� DATE: 3/12/2015 IAe areml struclura to the reapolmlWmy of the MrAdhg dammar. 1.Ztt krNaot 4ddghg or lateral bracing required whore shown++ SEQ. : 6206669 4.Mn bad should be uppied to any component until altar as brad end 4.Instillation of tress is the rsnponslbAty of the respedfve Contractor. fasteners ora complete and at no time should any bads greater than 5.Design assumes busses dm M be used In a'm ucoroNyC eiwlmnment, 19,n.0119y. 't 5,- ! TRANS I D: 418842 design foods be applied to any component end are for•dn wmimon'of tme. Tk .. �Y..: 5.co/1p m.has ro csalud are.and..wins no roapon iwy for roe 8.Damn assumes fulbearing at all supports shown.shim or wedge If �A. t.. 0'. teblcetbn,handing,shipment and Installation of aomponenm. nor ry' edea provkled ++•''1s Y:.. H.This design Is furnished subject 10 the Whitlow sot form by 8.PlateDesisnshall bassumes lastedpon both faces a bt ass,end placed so theft center linos colndde with joint center Inn. 11111111111111111111111111111111111111 TCA In SCSI.copies of which will be Washed upon request. M eTPDkUSA,)nc.lCompul S Software 7 66(1 L)E 10.Fo,balltscaconnts�pfatedesgnvaluessee 88R-s311,EaR-I505(NITch) EXI?I S.12131/201.6 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 ROOF 81&BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 86 2-5=(0) 0 BC: 2x4 KDDF 8148TR SPACED 24.0" O.C. 2-3-(-419) 363 3-4=(-107) 44 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -158/ 343H 5.50" 0.61 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -352/ 430V 0/ ON 1.50" 0.55 ROOF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.9" -17/ 9V 0/ OH 1.50" 0,01 RODE ( 625) LIVE*LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSI. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,( s 'i VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL- -0.002" 8 -1'- 0.0" Allowed - 0.100" :' MAX TL CREEP DEFL- -0.003" 8 -1'- 0.0" Allowed - 0.133" MAK TC PANEL LL DEFL - 0.199" 8 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL - 0,180" 4 2'- 11.6" Allowed - 0.664" MAX HORIZ, LL DEFL = -0.008" 8 5'- 11.2" MAX 110RIZ. TL DEFL= -0.008" 8 7'- 11.2" • Design conforms to main windforce-resisting 12 a, system and components and cladding criteria. 14.00 V Hind: 140 mph, h-23.3ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-1.6, 0 Truss designed for wind loads 0 t in the plane of the truss only. 0 0 o 0 1 01 1-1I 0 0• ¢ - 0 M-3x4 J. J. 1 1, 1-00 6-00 1-11-15 (PROVIDE FULL BEARING;Jts:2,5,3,4( JOB NAME: POLYGON PLAN 3A NH :- J8 Scale: 0.3414 �4 ,. 9 2�,. WARMNGa: GENERAL Noise unless om•mtes poled: .. 1.Builder and erection contractor should be advised of el General Notes t.This design is based only upon me parameters shown end Is for en Individual Truss: J8 and Wettings Wore canatmaon commences. budding ccomponent. m ooi e.L A Applicability of responsibility par metersoldie xa4lnd proper ro eataner. -'' . 2.204 mnpeaatenweb Madng must be Installed where shown 4. d •�- '! . 3.Additional temporary bracing to Insure stable,during construction 2.X co.Design oassumes oteo rep cOveOoManiht�tbsfo braced Mro ul�t ab les by - 'v DES. BY: LA k the responsibility of the erector.Additional permanent brsdag d continuous sheathing such as plywood sheathing(TC)andfordrywal(ec). 9' :OREGON' *s. DATE: 3/12/2015 the overall structure h the mporMtAty of Me bulldog designer. 3.211mpa d bridging orhleralbrad r•qured where shhwm*+ �G:. �'•': , .. 4.No bad should be rippled to any component eoN after all bradng and 4.Instalsaon of trues Is the tpoe of the respective contractor. --i. 'I.'Y.4 (4 0. .. SEQ. : 6206670 fostensts are cemptete and at no ems should say beds greater than A Design eaumes busses amre to be m a nomaarmWo environment design bads De•ppGd to any component and are tor'1dry ctrndltian'at tae. ,.� TRANS I D: 418842 5.corryuTna hes no maid over and neuritis no responsibility far the e,Design assumes full Haring atalav)poas shorm,shim awedge If •.PAUL feGfeadon,heading,shipment and Installation of components. 7.Designassumes adequatedramege le prodded. 6.TMs design Is furnished subject to Oa Imitations set lath by 4.Plates shall be located on both lanes Winos.and placed so their center 11111 111 11 1101 11111111111111 TPIIWTCA In BC81,wpbs of which will be furnished upon request O.Fors sic was with MrePWeldetn gidilia EXPIRES.:'12/31/2016 'I MITek USA,)rro.Cbopesof sSoftware rnishe1L)•E 10.Fa iasio compacta plus design vibes see ESRastt,ESN-ISIS(M+Tex) 11110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2X4 KDDF 016BTR LOAD DURATION INCREASE - 1.15 I-2-( 0) 86 2"5-(0) 0 BC: 2x4 HOOF 8168TR SPACED 24.0" O.C. 2-3-(-339) 185 3-4-( -86) 0 IC LATERAL SUPPORT <- 12"0C. 00N. LOADING BC.LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS; 12.0" 11.9" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IM. (SPECIES) 0'- 0.0" -34/ 392V -132/ 322H 5.50" 0.63 KDDF ( 625) LL " 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -287/ 276V 0/ OH 1.50" 0.35 KDDF ( 625) 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 spacing.] THE BOTTOM CHORD DAD LOAD IS A MINIMUM OF 10 PSF. -,, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL- -0.002" 8 -1'- 0.0" Allowed - 0.100" MAX IL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.003" 0 6'- 11.9" Allowed - 0.099" MAX TL CREEP DEFL- -0.003" 8 6'- 11.9" Allowed - 0.133" MAX IC PANEL LL DEF! - 0.295" 0 3'- 7.3" Allowed - 0.576" MAX IC PANEL TL DEFL - -0.289" 0 3'- 5.2" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.006" 8 5'- 11.2" 12 MAX HORIZ. TL DEFL - -0.006" 8 5'- 11.2" 14.00F Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.7ft, TCDL-4.2,BCDL-6.0. ASCE 7-10, ca (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(DIr), o load duration factor-1.6, 0 r- Truss designed for wind loads in the plane of the truss only. rn co 0 of 0 t C., //// o ,1 l y ,) 1-00 6-00 0-11-15 (PROVIDE FULL BEhRING)Jts:2,5,31 tiS'k' S'yv/ ;_ JOB NAME : POLYGON PLAN 3A NH - J7 Scale t 0.3742 �.. tkGI SFD •":7 WARNINGS:.BuiOMNERAL NOM b,unlessevly upon the para: ��!, 1.Balker and erection contractor should be advised clap Osnertl Notes I.ibis design Is based city upon the parameters shown and is for en I)Wekual ... . . ppea ... DES. J7 end Warnings before cenebucOon commences. Wilding component,Applicability ee nesrgn parameters and pro - .:: . ---....... Truss: 2.2x4 Compression web bradng must be Metalled where shown*. Incorporalon of component Is the responsibility of me begdrg deeargner. " BY: LA 3.Additional bmpaary bracing b inure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced st .r Is Me real temp My of the erector.insure torsi permanent braung of 2'o a.end of 10'o o.reepealrely unless braced throughout their length by h wnmpacasheathing sver lb adngoeoloawng(r shown.rdrywaaleC). y OREGONr5 DATE: 3/12/2015 ms Meanasbudureh the rector.AdditofUre rmane designer. 3.24 Impact bridging or latesuch baring d uired sheatwhere)nodi++ SEQ. : 6206671 4.Ne load shark be apple('to any component until eller all aaeag and 4.Installation of bum a the responsibility et are respective contractor. �y'" (,J,Q Y 16 fasteners em eanplts and at no time should any loads greater gran 5.DeeHm asamtea blase/tare to be need a a rao-wnosive erulronmem, .T �/ TRANS I D: 418892 aeagn loads a Wad a arty component and are for"dry a 4ntgn ass snea him baoadny a aRsappo a 666v"1'Stam or w.dga H _ , ' 13 '.. 5.Compams has no control over and assumes no rusporsibhiy for tt e necessary.6 eq provided .A tit: 8.TMa design Is Mmished gagedo theelmitations sof et components. 8.Platees shat beyassumes on booth feces of oilman placed so their Canter Illi 11111 0111111111111 Iglu lll�(1 illi M>Tch US 4 inc IComCA el 8C24, pu fraof c SoRwere 7.6 6((wig be 1L)E request.upon 1lines coincide WINN!center Ines. 0.fforrb el comsa rplate plate� es see ESR-1311.ERR-1988 IABTek) EXPIRES:12/31/2016 ..................................... IfHIIIIIII • This design prepared from computer input by PACT FIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 201.2 MAX MEMBER FORCES 441R/DDF/Cq-3.00 TC: 2x4 KDDF 8166TR LOAD DURATION INCREASE - 1.15 1-2.1 0) 86 2-4-(0) 0 BC: 2x4 KOBE 8148TR SPACED 24.0" O.C. 2-3.1-224) 185 IC LATERAL SUPPORT <. 12"0C. UQN. LOADING BC LATERAL SUPPORT <. 12"0C. UON. Li( 25.01+DL( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT HAX MORE BAG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD • 42.0 PSF 0'- 0.0" -34/ 403V -119/ 263H 5,50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0,23 KDDF ( 6251 LL - 25 PSF Ground Snow (Pgl 5'- 11.9" -162/ 201V 0/ OH 1.50" 0.32 KDDF ( 6251 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE (COND. 2: Design checked for net(-5 pad) uplift at 24 "oc spacing,i LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. VERTICAL DEFLECTION LIMITS: LL'.L/240, IL-L/180 5-11-15 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSE. MAX LL DEFL - -0,002" 8 -1'- 0.0" Allowed - 0.100" { '( MAX IL CREEP DEFL - -0.003" 4 -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL• 0.342" 6 3'- 7.2" Allowed - 0.575" MAX TC PANEL IL DEFL - -0.291" 0 3'- 5.2" Allowed - 0.863" i MAX HORIZ. LL DEFL = -0.004" 8 5'- 11.2" MAX MORIS. IL DEFL • -0.004" 4 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 14.00 V Wind: 140 mph, h-22.1ft, TCDL-4,2,BCDL.6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MNFRS(Dir), Load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. o 0 t o 0 N t r 0 so 0 i .1 VAMMEMMEMEMMEMMEMEMM of _� ►�. -+' c -' H-3x4 r } ) }1-00 6-00 PROVIDE FULL BEARING:Jta:2,4,31 51 PR otE 54G 1 0c5- (2:, tO.. JOB NAME : POLYGON PLAN 3A NH - J6 `� '� • � Scale: 0.403? •,%70 o WARNINGS: GENERAL NOTES,unless otherwise noted: . ,-'... ..:_.... 1.Builder and wacdon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual Truss: J 6 and Winnings Ings before construction commences. bonding component.Appian:0W of design parameters and proSM : 2.2x4 compression web bradng meet be installed where shown+. Incorporation of comquhea Is the resporudblity of Me bonding designer. ' A Ad85onal temporary brachg to insure etebINy doing oonahucdan a Design swamies the top and baron chords robe Wordy braced at DES. SY: LA Is lire reeponsi6lmy of th eraclor.Addtifoml permanent bradng of 2'c.c.end at 10'o.e,res ti as p0 unless braced throughout their length by 4!J . continuous sheathing such as plywood sheelMngaG)an drordrywnllgle), 9' OREGON..dK.' DATE: 3/12/2015 the mean structure is the responsibility of the bulking designer. S.24 Impact bridging orWarmth/acing required where shown++ -.re . : C .te 4.No toad should be applied to any component until atter an bredng and 4.Instafalfom e(loss is the rasporuibiity of ore reapec8ve contractor. 9 : . QR�J j Cj`v.1! SEQ. : 6206672 fasteoere are complete and also 4me should any loads greater than S.Design assumes busses are to be used Ina nonvconosNe environment, 'riV • design beds be rippled to any component. and ars lot"dry aooNon'of user. ,t C1 TRANS ID: 418842 a oompuTnrs lies no contra over end assumes no responsibility for Ore 8.and nmol fu0 besting at in support shown.Shim orwadge If p• R U� z`` albdcalon.handling.empmea and Installefon of components. 7.Design assumes adequate drainage K prodded. 9 VOW=design Is o SCSI,furnished subject ject to the Ini0 furnishforthed upon request. O. Ones locateith d Maar(on bath faces of truss and placed so their Owner 11111 111811 IliiI Mill 7's,berdicetsa do,pptedesi Inches. EXPIRES:,�31/ �,� M?ek USA,Inc?Compu7Ns Software 7.6.8(tl)-E to For basin connector plate design values see @eR 1311,@aR•1900 Mink) 10IIII111 This design prepared from Computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" I8C 2012 MAX MEMBER FORCES 4WR/DDF/Cg- 1.00 TC: 2x4 ROOF B1EBTR LOAD DURATION INCREASE - 1.15 1-2-1 0) 86 2-4•(0) 0 BC: 2x4 RODE 81HBTR SPACED 24.0" 0.0. 2-3-(-181) 158 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)t-DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -22/ 376V -100/ 226H 5.50" 0.60 NODE ( 625) 4'- 11.2" -164/ 179V 0/ OH 1.50" 0.29 ROOF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 RDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX LL DEFL- -0.002" @ -1'- 0.0" Allowed - 0.100" 4-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.027" MAX TL CREEP DEFL - 0.000" B 0'- 0.0" Allowed - 0.036" s- -'1 MAX TC PANEL LL DEFL - 0.145" @ 2'- 10.3" Allowed = 0.473" MAX TC PANEL TL DEFL - -0.136" @ 2'- 10.5" Allowed - 0.709" . a MAX HORIZ. LL DELL - -0.003" @ 4'- 11.2" MAX HORIS. IL DEFL - -0.003" @ 4'- 11.2" 12 Design conforms to main windforce-resisting 14.0017 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), load duration factor"1.6, ON Truss designed for wind loads cm in the plane of the truss only. en N 0 O I 01O EL i N �w O o ►� .71,14 -i' t4-3x4 / / 1. 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : POLYGON PLAN 3A NH -- J5 Scale: 0.4272 c..5. E 9 : ,• WARNINOB: DEMEROL NO7E8,unless°Unwise noted: 1%y 8; <' t Builder and'legion contractor should be mused of all General N°lee 1,Tide*mots based only upon IN parameters shawl and Is form 40171d051 . Truss: J 5 end Warnings berme°orehocton commences. building component Applicability of design parameters and proper / 2.2x4 compression web bxadng nicest be Installed where anri4. Incorporation ofmmponentis the responsibility of the buddingdesIgnec , r ;:,.: DES. B X' 1 A lemporltiy bracing to Insure stability during construction 2.Design assumes the rap and bottom chords to e laterally braced at Is the real tempOry of the ng*rector.In uresJonN pg 2'OA and at 10'aa.respective unlees braced throughout then I Ih by permanent brad Of mous sheathing such es ptyrr:o sheamIng(fC)erMror drywod CJ. DATE: 3/12/2015 the owned shoots'le the responsibility dill,bldg designer. 3.al Impact bridging or lateral bracing required where ahown++ '�"' OREGON SEQ. : 6206673 4.No load snald be espied to any component until alter all bradrp end 4.Installation of buss Is the responsibility of the raspsndva contractor. ' Y4 to 2' fastener*are complete and et no time should any loads greeter than 5.Design assumes busses are M be used in a noncorrosive environment, . ' r-f y ti 6 C j G. TRANS I D: 918842 design beds be applied to any component and are rosy condtiaP or use. 9/r n . Q Cmrp'rlhre has no contra over and assumes no responsibility for the e.Design assumes full bearing at all suppods sham,Ulm or wedge If _ x1A - fabrication,handing,shipment end lostNlation of components. rNcssaery, A��.,. . a.This d is furnished subject to the inflations set forth 8•PlatesDesigassumes adequate both rdrainage Is lrovldW .:.. IIIII11F IIIII IIIc IIIA IIIII VIII IIIInt ' ) by 8.Plates shall be legated on loll roes aibws,aiW placed so tiler center II ( Ap TpiMRCA In BOB).copies of which will be furnished upon request. Ines edndde with John center Rnes, O.orbs. ddewite Jplate oint inns. EXPIRES:12131!2016 M)TekUSA,Ina/CbmpuTtueBeftwma7.6.6(1L)-E 10.Per bode connector plate design values see 88R-1311,EBI-1088(NBToka II1I1fIIUI This design prepared from computer input by IHN1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq*1.00 TC: 2x4 KDDF N1d8TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 86 2-4-(0) 0 BC: 2x4 (PDF 81&BTR SPACED 24.0" O.C. 2-3=(-134) 132 TC LATERAL SUPPORT <- 12"0C. USN. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)-DL( 7.0) ON TOP CHORD - 32.0 PSI BEARING MAX VERT MAX HOPE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -11/ 347V -81/ 189H 5.50" 0.56 ROOF 1 625) 3'- 11.2" -164/ 160V 0/ OH 1.50° 0.26 (DDT ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KOPF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'CORD, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LI DEFL- -0,002" 8 -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DELL - -0.003" 0 -1'- 0.0" Allowed . 0.133" 3-11-15 MAX LL DEFL - 0.000" 0 0'- 0.0" Allowed - 0.077" 1 "( MAX TL CREEP DEFL = 0.000",8 0'- 0.0" Allowed - 0.103" MAXC PANEL LL DEFL - 0.056" 8 2'- 2.3" Allowed - 0.371" i- ,, AX MAX BC PANEL TL DEFL - -0.037" 8 3'- 1.4" Allowed - 0.339" it MAX HORIZ. TL DEFL = -0.002" B 3'- 11.2" 12 14.00 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, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir). load duration factor=1.6, Truss designed for wind loads oo in the plane of the truss only. 0 t o 'n m o ,o cs it oal.PrAjmIMIIIMIIIIIIIIIIIIIIIIIMIIIMI -r 14-3x4 f- 1 / / 1-00 6-00 PROVIDE FULL BEARING:dts:2,3,4) JOB NAME : POLYGON PLAN 3A NH - J4 �NGiNFR09 Scale: 0.4806 WARNINGS: GENERAL HOTEL urges'othen des noted: . 1.Balder mrd motion enmrenter should be addled of all General Notes 1.This design Is based only upon the peramaleta shown and te for an ndMduet Truss: J4 end roarings before coesbadtan oommencea. bulking component Appgoaahly of design parameters and proper • .. . 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building deegnw. 2.Design assumes the top end bottom mores bol a laterally brace al :. .... . DES. BY: LA a.Additional temporary Oradea a IreueSoneI autos ernetmc*on T o.c.and at eo o•c,respeeavey unless braced throughout their lanpm by i+. J la the tesponslbmly of Ste erector.Additional pammnentbraving of continuous sheathing such as pywood sheathing(7C)erd%oraptiaq(B0). '' OREGON.. DATE: 3/12/2015 the overall ebudun Is the reaponYblmy of the treading designer. 3.2x Impact bridging or lateral bracing required"there shown + `.y 4, - T 4.No bad should be epp8ed to any component unit alter GI bredng and 4.Installation Naas Is the respoeuMNy of the raper**contractor. , :,, .RY.1 •t>":.,-,`rQ' SEQ. : 62 Q 6 67 4 fasteners are complete and at no time should any roads greeter man 5.Design assumes busses ere M be used In a non-corrosive enWtenmanL V'C!'. design bads be applied to any component and aro for Ery corldGon'of cos. n TRANS S ID: 418842 5.ConpuTrus has no control over end assumes no responsibility for the t Deal assumes NII beedrg at alle.supports sMtm.Shim st Wedge if PAUL `, fabrication.heeding,shipment and Installation of components. 7.Design enemas adequate drainage Is orovMetl ' 6.Thle design Is furnished subject a the irritations set forth by S.Plata shag be loatedpon both aces dl truss,aid placed so their center 1111111,1011111111111111111111 MTe�kU AinInc./CompuTfusSoftwareT.66(1i}E 10.E b bale conn ctormetedd ig vauaseeESR•1311,E 1eas(ng ill EXPIRES:72/31/2416 (HR II1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 411R/DDF/Cg-1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2.1 0) 86 2-4•(0) 0 BC: 2x4 ROOF O166TR SPACED 24,0" 0.0. 2-3-1-82) 107 TC LATERAL SUPPORT <• 12"0C. 1/0N. LOADING BC LATERAL SUPPORT <" 12"0C. UON, LI( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD • 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 POP 0'- 0.0" -4/ 319V -62/ 153H 5.50" 0.51 KDDF ( 625) 2'- 11.2" -159/ 141V 0/ OH 1.50" 0.23 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 20/2 AND IRC 2012 NOT BEING HET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL. -0.002" @ -1'- 0.0" Allowed - 0.100" 'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. HAX TL CREEP DEFL • -0.003" 6 -1'- 0.0" Allowed - 0.133" MAX LL DEFL • 0.000" 8 0'- 0.0" Allowed • 0.127" 2-11-15 MAX BC PANEL LL DEFL - -0.009" 8 2'- 8.6" Allowed • 0.254" 1' T MAX TC PANEL TL DEFL - -0.016" 8 1'- 8.4" Allowed - 0.402" s- HAX BC PANEL TL DEFL- -0.031" @ 3'- 1.4" Allowed " 0.339" 12 MAX HORIZ. LL DEFL • -0.001" @ 2'- 11.2" 14.00 MAX HORIZ. TI DEFT, • 0.001" 8 2'- 11.2" i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h•20.4ft, TCDL-4.2,BCD6.6.O, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MNFRS(Dir), o, load duration factor-1.6, o Truss designed for wind loads .. in the plane of the truss only. ,n1 Oj M ,-, O u', it u1prAi O r O B' 4 1.,..:,:a44 -! M-3x4 ,,- / 1 / 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,4) JOB NAME : POLYGON PLAN 3A NH - J3 °g / 14Gi ``S : . Scale: D.54D1 r9 y WARNINGS: DHNSRAI Nob,undoes Wieners,poled: :-.' 'Ib „1.Builder ocontractor be advised of elGeneral Notes 1.This design isbared only open the parameters shown and is for an IndividualTTUSS: J3 end Warnings before construction commences. Ming wmponeni AppMsbiity afdasign parameters end proper end J 2.5(4 compression web bracing must be Instanedwhere Shawn r, inearpore0on of component Is tits responsibility of the Wadi designer. _ - 1y est �.,�::�. 'I DES. BY: LA 8.Adedonal temporary bracing to Insure stabillty during conetreotlon 2.Design assumes the top and bottom chords tote literary baud at .. Is the responsibility of the erector.Additional permeeent bracing of 2'continuous and al 10'on.somrespas ly umbo braced(TC)throa dlo dry Month). 'l h. os(madsaheangnr laterals pywoodsaesdwWcrC andn*r p DATE: 3/12/2015 the overall structure 1s Na responsibility coin*tiugdng designer. 3.2s fmpad bridging or lateral bracing required where ihown r« BCS ..i. ,ti�REG 2a' . SEQ. : 6206675 4.No load should be espied to any component until alter all bradng and 4.lnaleraren of truss m the respondu0y of the respective conbedot y fasteners are complete and at no time should any Wads greater than 5.Design auames tmnSea ire to be SSW in a non•eonoahe ernhplment. 'Q 5 !� RY 1 design bees aapplied to any component ntm end are for dry biS bearing oft e .�.-' TRANS II): 918 8 4 2 5,Cmpem has no control law and assumes no respanowy ro me e.Design assumes full beefing et ell supports shown.Shim or wedge If ""1 .P hMkatlon,haMWng,shipment and installation of components. T neoeasas, �u pr Ir{U}.. S.This design Is furnished aubled to the Irdtellone set forth by A Plat s shag be tucn1 l'e bd�tacos la WW pieced so their center 111111111111111111110111,`� MiTe�l Ain(BnO./CompuTrtHI Software fies),copies of which wW be g8(1Lhed En request. , ndth:with joint center Ines. a.DDig is Ios ndicate ncatured«Opiate p e�prihes. see E8R�1311,ESR�1gSe OrgTekl EXPIRES::i2131`/2d7.6 1011111.1 PACIFIC design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Can=1.00 TC: 2x4 KDDF 016810 LOAD DURATION INCREASE - 1.15 1-2-( 0) 86 2-4"(0) 0 BC: 2x4 KDDF BIoRTR SPACED 24.0" O.C. 2-3"(-63) 84 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)4DL( 7,0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS MAXCVIRTS MAXCHIRNS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 296V -44/ 117H 5.50" 0.47 KDDF ( 625) 1'- 11.2" -139/ 126V 0/ OH 1.50' 0.20 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing,' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEF% - -0.002" 8 -1'- 0.0" Allowed- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 0 -1'- 0.1" Allowed - 0.133" MAX IC PANEL LL DEFL - 0.004" 8 1'- 3.1" Allowed - 0.166" MAX TC PANEL TL DEFL - -0.006" 0 1'- 1.6" Allowed - 0.249" 1-11-15 MAX BC PANEL LL DEFL - 0.009" 4 2'- 8.6" Allowed - 0.254" { ( MAX BC PANEL TL DEFL - -0.023" 8 3'- 3.8" Allowed - 0.339" 12 MAX HORIZ. LL DEFL - -0.000" 0 1'- 11.2" 14.00 VMAX HORIZ. TL DEFL - 0.000" 0 1'- 11.2" r Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-19.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights}, Enclosed, Cat.2, Exp.B, MNFRS{Dir), load duration factor-1.6, Truss designed for wind loads : in the plane of the truss only. a a N a 1 M O r-, /°111/ ' aa PE�4 M-3x4 r l J, Y . 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : POLYGON PLAN 3A NH - J2 `` - z Scale: 0.5989 4�. ._ • .:. .8 - r WARNINGS: OENBRAL NOTES,unless othemtse noted: AO-. ........ 1.Builder and erection contractor should be advised of rig General Notes 1.7hls design K based only upon the rameters shown and Is for sit Individual • and Warnings before aebec00n commences. beOfvllg component.Applicability of design parameters end proper ti. •. .. .Truss: J2Incorporation of component Is the reaponstblt of the bulking designer. ' 2.at4 compression temporary ly pndng mesh be hmte6ed where shown+. 2.Design assumes me lapsed boaom horde to Mersey braced et 3.Additional feel tempoery bracing to insure ataa8ry during construction 2'e a ane at 10'o.a ouch a respectively unless bread throughout their length by ,y DES. BY: LA b the raspaWdlay ams erector.Additional permanent Orating of continuous sheathing such as plywood shae0ing(M)endfordrrwal(BC). -7 OREQV.N:.�'' DATE: 3/12/2015 the Wend'sambas Is the responsibility or the bu0mnp designer. 3.24 lmpact badging or tateref bradng required where shown•* Z �Q' 4.No load should be stapled to any component until alter a0 bracing and 4.Installation of mans isms reaponsHllty of the reapec0ve conbactor, r'. 'q- 5 (G SEQ. : 6206676 hstsen an ampleb sed at a ams shmuid any loads runerman S. assumes messes are to be used In a noncorrosive environment, Jr... y �' design loads be rippled to any and , and are for'dry cordmon'of use, J pQ uL �.,. TRANS I D: 43.8842 s.d empoloas has no comic mer and orient,sesames no rnMonePol�forms a.Design assumes full bearing at s0 supports ahawn.Slim or wedged teblation,rending,shipment and insteeaaon or components. 7.nDesign meets adequate linage Is plodded. I11 I�B0III 6.TPIANy sin BCS(S%copfec furnished cif wbtt MI be Welshed upon ect to the Irritations set forth by ti.Metes coot be joleanoIntt ccen e 1 faces a .a�placed so mete seer EXPIRES:12/31%201.6 III, g 1111 1] ,�1N I11 ! I�" MITek USA,Inn/CompuTrus Software 7.6.6(1L)-E 10.9Pun bedo connectoor plots designvWes see 15R-1311,E8R-198e 041T416 IIt II IIIll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 14AX MEMBER FORCES 4WD/DEW/Cc(-1.00 TC: 21:4 HOOF 814BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 86 2-4-(0) 0 BC: 2x4 RODE 814BTR SPACED 24,0" O.C. 2-3-(-93) 157 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. IL( 25.0)4DL( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -156/ 322V -26/ 82H 5.50" 0.52 KDDF I 625) 0'- 11.2" -67/ 162V 0/ 0H 1.50" 0.26 NODE ( 6251 LL - 25 008 Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 WOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IOC 2012 AND IRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL --0,002" 0 -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. HAX IL CREEP OEFL- -0.003" 8 -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFT, - 0.001" 0 0'- 8.1" Allowed - 0.062" MAX TC PANEL TL DEFL - -0.002" 0 0'- 8.1" Allowed • 0.093" 0-11-15 MAX BC PANEL LL DEFT, - 0.007" 0 2'- 8.6" Allowed 0.254" ( MAX BC PANEL TL DEFL - -0.020" 0 3'- 3.8" Allowed - 0.339" 12 . MAX HORIZ. LL DEFL• -0.001° 0 0'- 11.2" MAX HOAIZ. TL DEFL - 0.001" 8 0'- 11.2" 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-19.2ft, TCDL-9.2,BCDL-6.0, ASCE 7-10, -A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads �) o in the plane of the truss only. n 0 .rt O I VA CIT r o 1: N p WELME014 -, -3x4 F l 1, y 1-00 PROVIDE FULL BEARING/dts:2,3,41 6-00 JOB NAME : POLYGON PLAN 3A NH - Jl Scale: tlGPe i, 0.6364 ?,. y WARNINGS: GENERAL NOTES,unbeuotrenHse notal: '� • ''/ t.Huader end amceon contractor ehouid be advised CO al General Notes 1.This deatgn Is based only upon the parameters shown and Is for en tndMduat .:_ •.• .. commences.on cortms. building componenL Applicability of design parameters and proper '?9_.. Truss: J 1 and Warnings before oonatruc 2.2x4 comfweasia web bradng must be Installed where shown 4, bncorporeBon of component Is the responeiblfw of the building designer. DES. B Y: LA 2, temporary bating to Insure wooly luting construction 2.Design assumes One top and bottom chords to be latanly bread at is the napmsrolAy of drs erector.PddNOrtal permanent balm of X d.G and at 10•o,o.respectively unless baadaboughdut Nelr .lannQ�tt�i b�y -` DATE: 3/12/2015 the comae erespohualvre tsthar g St Impact bridging sech as plywood shhedstrogg)andlor dryrvatguc). '7,- OREGON tlyr. asponse:Shy 011ie building designer. 3.2xN�,�atbddgwp or lateral bmdng required where shown+4 ' SEQ.: 6206677 4.No bad should be app,ed to any comported confit alter an ter ng and 4.tneullaeon of buss Is theea responsibility ofthe espsc8ve contmstor. �(� 2 fasteners are complete and at no time should any toads greater than 8.Design assumes busses are M I»reed In a nomcomosNa emiement "q ;:� Y 5' design loads be rippled to any component. and ars for"dry condition' use. p n`: .. TRANS ID: 418842 . C, 5.CompdTrus nes no control war and assumes no respOnsl6ay for the L^mm ma M Deatf'ro ar ell suppage Is porrisahovm.9htm orwedge N _ Nut ut nt and Installation oleo:IMP/01981N- 6.7fMb design is furnished s baject to the Imitations a forth by 8.assign laate,sahalbe locaumes ted adequate face,antra,and placed so their center .. 11inn1111111i 11111111111111 MITek USA,lnoiCompuT s Software 7,8.6(11.)-E 1 n request. S.��onnect of date deafen values see ESR-t311,ESR-1gUa lh01cM EXPIRES:'12/31/2016. II11IllI�II! 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 8168TR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 86 2- 7=(-140) 162 7- 6=( -11) 39 BC:. 2x4 KDDF 81SBTR SPACED 24.0" O.C. 2- 3-1-230) 39 7- 8-( 0) 0 6- 3-( 0) 73 3- 4=(-102) 74 6- 9-(-161) 184 3- 9=(-220) 192 WEBS: 2x4 SOUP STAND LOADING 4- 5=( 0) 0 TC LATERAL SUPPORT <= 12"0C. DOM. LL( 25.0)♦DL( 7.0) ON TOP CHORD- 32.0 PST BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD= 10.0 PST TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX HORS BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.I6. (SPECIES) OVERHANGS: 12.0" 0.0" LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -25/ 381V -101/ 228H 5.50" 0.61 KDDF ( 625) 4'- 11.2" -96/ 157V 0/ OH 1.50" 0.20 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -33/ 134V 0/ OH 5.50" 0.22 DDT ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING HET. )GOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITB: LL=L/240, TL=L/180 5-11-15 AND BOTTOM CHORD LIYE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" 4 -1'- 0.0" Allowed • 0.100" ' IMAX TL CREEP DEFL=-0.003" 4 -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.006" 4 2'- 3.8" Allowed = 0.221" r- MAX LL DEFL- 0.000" 0 0'- 0.0" Allowed - 0.027" MAX TL CREEP DEFL - 0.000" 8 0'- 0.0" Allowed = 0.036" MAX BC PANEL TL DEFL - -0.007" 0 4'- 0.2" Allowed = 0.199" MAX RORIE. LL DEFL = -0.011" 4 5'- 8.6" MAX HORIZ. TL DEFL - 0.011" 8 5'- 8.6" 12 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4, i Wind: 140 mph, h-22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ti (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), yr H-4x6 o '. load duration factor=1.6, a End vertical(s) are exposed to wind, cu �C In the plane ofd f thewloadsind truss only. 1111161.6. a li .mh.tmommiliiii vi tl+w)♦�•i� S ...�M-1.5X3 a M-3x4 M-3x5 c Y Y l 2-03-12 3-08-04 J.. Y l t 1-00 2-05-08 3-06-08 Y lY .1 2-09 0-03-08 3-03 Y Y 6-00 (PROVIDE FULL BEARING;Jts:2,4,9I POfi y,,y JOB NAME: POLYGON PLAN 3A NH - CJ6vicy Scale: 0.3165 .�$ .E 9C' WARNINGS: GENERAL.NOM,unless Minimise 5 se noted: . 1.Builder and erecgoa contractor shouts be linefeed of el General Nolen 1.This design is based only upon the parameters shown and is lar an individual ........ Truss: CJ6 and Warnings before oonstruceoe eminences. bulglnp eompor ee Applicability ofdesgn parameters and proper 3nooiparetlon of component Is the responsibility of the bolding designer. Z.2n4 cellpneWen web Wadrg moat be Inslaged where shown*. 2.Design assumes Ihetop and began,chords to be laterally braced a 8.Addigorul temporary bradng to insure debaty during construction 1'o.e,lied d iC ac raspedhey unless braced Nrougtautthali lerroig Dy v wie�r� y DES. BY: LA x the responsibility of got tremor,Additional permanent bracing of congruous sheathing such as plywood sheaedng(TC)and/or drywatlfnc). 9.'t:0t1EGON:..n'� DATE: 3/12/2015 the emend*mime Is got responsgxMy of the balding designer. 3.2:1 act bridging or lateral bracing required where therm+• . '�,ej ' SEQ. : 6206678 4'aatoad snewsarreedcbe ompNetaardsinoImoshouda ytoadsgreaterthand 5.D��'^ tMuss Bs�to�°edhranen.co°oiosroive senvii t, ."i9.. . 16 �;::. design loads be rippled to any component sed are fsr"dry co g beating M. `l pA t T�,- TRANS I D: 418842 s.ComglTm has no control over and assumes no mpwidbaty for the a'n6"4 8'swy fel bowing x,0aappoM sham Shim orwedga if AUL fabdcation,handing,shipment and installation of components. 7.Design essumes adequate drainage Is welded. n'I I 6,This design Is furnished subject to the limitations set forth by 8,Plates seal be ionated on tragi feces of truss,anal placed so their center �I II�iI VIII 111111 I� IR11�1 TPWlTCA d SCSI,poples d whkhwitl be furnished open requett tl.For a sic con lines coincide dath jojplate bit edesign ea In vel E'XER8`S:'12/3112016 IN' MiTek USA,hrciCo pies of s Software rnishe1L}Z 10.Per bask connector plate deagnraluee nee EBR-1871.EBR-1988 O.gTah) 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq-1.00 TC: 2x4 BODE IliSTR LOAD DURATION INCREASE- 1.15 1-2-) 0) 96 2-6-(-140) 162 6-5•) -11) 39 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3•(-230) 39 6-7-( 0) 0 5-3•( 0) 73 WEBS: 2x4 KDDF STAND 3-4=(-102) 74 5-8-(-161) 184 3-8•(-220) 192 LOADING TC LATERAL SUPPORT <- 12.0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF BC LATERAL SUPPORT <• 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0" -25/ 381V -100/ 2260 5.50" 0.61 RODE' ( 625) LL - 25 PSF Ground Snow (Pg) 4'- 11.2" -104/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 6'- 0.0" -32/ 134V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. ICOND. 2: Design checked for net(-5 pot) uplift at 24 "oc spacing.! BOTTOM CHORD CHECKED FOR 10851 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 - -0.002" 0 -1'- 0.0" Allowed - 0.100" T f. MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed - 0.133" ' MAX LL DEFL= 0.000" 0 0'- 0.0" Allowed • 0.027" MAX TL CREEP DEFL - 0.000" 0 0'- 0.0" Allowed - 0.036" MAX BC PANEL TL DEFL• -0.007" 0 4'- 0.2" Allowed = 0.199" 12 MAX HORIZ. LL DEFL • -0.011" B 5'- 8.6" 14.00MAX HORIZ. TL DEFL • 0.011" 0 5'- 8.6" Design conforms to main windforce-resisting - system and components and cladding criteria. M-4x6 v co Wind: 140 mph, h-21.5ft, TCD1,-4.2,BCDL-6.0, ASCE 7-10, a (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(Dir), ut load duration factor-1.6, tr End vertical(s) are exposed to wind, Truss designed for wind loads '' in the plane of the truss only. O Atliowinsimminfii o oe -'M-1.5x3 ca M 3x' c M-3x9 M-3x5 r . 1 l } 2-03-12 3-08-04 ) l 1 y 1-00 2-05-08 3-06-08 J' 1 1 1 2-09 0-03-08 3-03 J' y 6-00 'PROVIDE FULL BERRING;Jtc:2,4,8I JOB NAME: POLYGON PLAN 3A NH -- CJ5 ‹D'k., oto N4 ro, Scale: 0.3550 �G?. WARNINGS: SBNBRAI.NOTES,unless othendsenoted: . : ' '.y.7$ .tom 1,Builder and eroetlon contractor should be advised of al General Notes 1.This design Is based only upon therameters shown and Is for an IndIWdual Truss: CJ5 and warnings before construction commences. bdldbg component.AmMeallHOy of dosIBn paremeters end proper 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. 3.Additional to bracing to imam stability du 2.2'a assumes IM tap and bottom chordsbraced be baro broad DES. BY: LAn'poe7 S M rbg oomtrection2'o.c.and:les c.c.respectively unless bread throb lengthby DATE• is Me resporWbmty of the erector.Addmonel permanent bracing of continuous shambling such as pNwoed s ng(TC) drywa ftec). N 3/12/2 015 the ovarian structure Is the responsibility of the budding designs, 3.2x Impact bitting or lateral bracing required where shown+* j), R avNI SEQ. : 6206679 4.Ne load should be erased to any eomponentuntl after e8 bracing and 4.Installation of truss Is the reaponstmmy of the respective contractor. ?�f�1(/` Y �,5 n� fasteners aro complete and al no time should any bads greater than E.Design assumes busses are to be used in a no0.coaosive eiwtromnait ..7' .!.'4 ` TRANS ID: 418842 design toads be appled to any component' end ere fer'dry condition'of use. L. B.CompuTne hes no contra over and assumes no responsibe/for the e• n"bit browing at all18 shown.Shim evredgew '.4..PAj:PAUL .'�'naomsmy. • 6,TThis deign is furnished SWIM a the mtanons asrspment and Installation ei�M bye S.PIstees shell be batign assumes ed on both faate y of truss.end mooed so thee Minter !•,rovided. .v.. .. 1111111101111111111111111111111 MRe C3A IBCnoJCompuhua3 ftware7.87a(d1L request 0.Pmb fol adze eleeengnenhheuessee ESR1aft.ESR.,seetNarek) EXP fRAS:12131l201:6 SII 1111�II� This design prepared from computer input by u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq-1.00 TO; 2x4 RODE 11611TR LOAD DURATION INCREASE - 1.15 1- 2.) 01 86 2- 7-(-63) 92 7- 6•( 0) 30 BC: 2x4 KDOF 816BTR SPACED 24.0" 0,0. 2- 3"(-163) 0 7- 8.1 0) 0 6- 3.( 0) 63 3- 4-( -16) 43 6- 9•)-74) 104 3- 9-(-125) 88 WEBS: 2x4 KDDF STAND LOADING 4- 5-( 0) 0 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 TOTAL LOAD- 42.0 PSI BEARING MAX VERT MAX HORS BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) . • LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -31/ 319V -63/ 154H 5.50" 0.51 KDOF ( 6251 2'- 11.2" -101/ 125Y 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL 6'- 0.0" 0/ 88Y 0/ OH 5.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: 1.1.1/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed • 0.100" 3-11-15 MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed- 0.133" { MAX TL CREEP DEFL - -0.004" 0 2'- 3.8" Allowed - 0.161" r -/ MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.127" MAX TO PANEL LL DEFL - 0.006" @ 1'- 2.4" Allowed - 0.196" MAX BC PANEL TL DEFL - -0,008" a 3'- 9.3" Allowed • 0.199" 12 14.00 MAX HORIZ. LL DEFL " 0.005" @ 5'- 8.0" HAX HORXZ. TL DEFL • 0.006" 0 5'- 8.6" M-4x6 Design conforms to main windforce-resisting o system and components and cladding criteria. t liAiillhhh . Wind: L40 mph, h"21ft, TCDL-4.2BCD4-6.0, ASCE 7-10, a, (All Heights), Enclsed, a .2, Exp.R, MffFRS(Dir), o load vertical(sfaare rexposed to wind, us EndTruss designed for wind loads usIMIll Truss the plane of the truss only. olase o M-1.5x3 o _' M 3X' of M-3x4 M-3x5 A. Y l 2-03-12 1 3-08-04 Y 1-00 l 2-05-08 Y 3-06-08 1 ll .6 2-09 0-03-08 3-03 .6 Y 6-00 )PROVIDE FULL BEARING;Jts:2,4,0 '��G N�OPE �S 04eq JOB NAME: POLYGON PLAN 3A NH - CJ4 _. °2: Scale: 0.3962 :.78 aENRRA6 NOTIM,unless otherwise noted: *.. ....... WAMPUM Builder eb: :. ... 1.BWldte ane crerxson wrmador should B.adMBad Mall aeeerd NotaB 1.TMs design Is based only upon the Mrs Mown and Is forme IndMdal / Truss: CJ4 and Warnings before construction commences. balling component ApptoeHmy o dodge pusmetent and Meer. „ a,a-ate.a Incorporationacorporation componedm the responsibility M the bulMing dag A's . 2.2x4 compression web Madng moat be Installed where Mem•. SFJ.2. chords assumes the top and bottom terds to be laterally braced et J,Additional temporary bracing to Insure stability during ernsimc4an 2'0.e.and 10'o,a respectively odea braced dtroughbutOroltlength by DES. BY: LA is the responsibility tithe erector.Additional Imminent bracing of continuous sheathing soh as plywood sheerMng(TC)andfm drywallX). AA� 1�`,OR5000.pi' ' DATE: 3/12/2015 Ore overall structure Is use responsibility otthe budding designer. 3.2r impact magma or leMOMbradng acquired where shown•• Y +( r' Q.'. 4.No bad should be*puled to any component opal alter ae brad%and 4.Installation of truss Is the napondblity(011ie respective donbador. "l• .1E4�1 (G EQ. : 62 0 6 6 8 0 fasteners era complete ane d no Sm.should any lads greeter*ren a Design assumes busses are to be used k a monconaatve etMromm*nt 11). design bas be apple b any ampanerd. and ars act fol be d g a a. ci TRANS I D: 918842 s designCompbadrus lass no ledto over and assume no napondaAty lot ore a,Design assumes fui tteaMtp at all MOMS Shown.shim mweage% FyA u.� c` fatoicedon,handing,shipment and hiatalladoo of components. 7.Design aasssumes adequate drana0e Is prodded. 6.This design Is banished suided to the lineations set toter by e,%ata that be located on both faces ofruatr ,end placed so 0mb center i- 11111111111 Mill 11111111 7plAvrcAin 6054 coups of whish will be tarnished upon request. 9 DigiOnests int ta else east ppplots kwith Mkt r ikotas. E)(PIR=S:'1 2/31/201.6 M)Tek USA,Inc,COmpuTrue Software rnishe1 L). 10.For bask connector pirate design values as ESM151 t,ESR lase gOITeq 11111J]ft 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 ROOF 814BTR LOAD DURATION INCREASE - 1.15 1-2-1 41 86 2-6-(-63) 92 6-5-( 0) 30 BC: 2x4 ROOF 814BTR SPACED 24.0" O.C. 2-3-(-163) 0 6-7-( 0) 0 5-3-( 0) 63 WEBS: 2x4 RDDF STAND 3-4-( -16) 43 5-8-1-74) 104 3-8-(-125) 88 LOADING TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSI BC LATERAL SUPPORT <- 12"0C. DON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ ORG REQUIRED BRG AREA TOTAL LOAD . 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -31/ 319V -62/ 153H 5.50" 0.51 HOOF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 11.2" -109/ 71V 0/ OH 1.50" 0.11 ROOF ( 625) 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 HOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND 200 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF 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 - -0.002" @ -1'- 0.0" Allowed - 0.100" I '( MAX TL CREEP DEFL - -0.003" @ -I'- 0.0° Alloyed - 0.133" MAX TL CREEP DEFL - -0.004" 6 2'- 3.8" Allowed - 0.161" 12 -'' MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.127" M-4x6 , TC PANEL LL DEFL- 0.006" @ 1'- 2.4" Allowed - 0.196" 14.00[7 MAX BC PANEL TL DEFL --0.008" 0 3'- 9.3" Allowed- 0.199" �i Q MAX HORIZ. LL DEFL- 0.005" 0 5'- 8.6" `O MAX H0RI8. TL DEFL - 0:006" @ 5'- 8.6" C3 Design conforms to main windforce-resisting .... system and components and cladding criteria. r n "r Wind: 140 mph, h"20.4ft, TCD1-4.2,BCOL-6.0, ASCE 7-10, (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r' load duration factor-1.6, End verticals) are exposed to wind, "' . Truss designed for wind loads AllillWillillill' in the plane of the truss only, c:. ; ►: ul _� M-1.5x3 rr i 0 �:' •3x M-3x4 M-3x5 t 3. 3' t 2-03-12 3-08-04 3. 3. l l 1-00 2-05-08 3-06-08 l 3. ). .1- 2-09 2-09 0-03-08 3-03 1 3- 6-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,el JOB NAME: POLYGON PLAN 3A NH - CJ3 -. GPS 194'5,t;.' Scale. 0.4684 ZS1$ - -f WARNINGS: GENERAL NOTED,unless otherwise noted: ' 1.Boder end erection dontrector should be advised of all General Notes 1.This design is based only upon bre parameters shown and Is reran individual • ----. Truss: CJ'3 and Warnings before caatruutlon commences. budding component Applicability*Union 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 atad9ty data g oonsau eoe $Design assumes Bre top end bottom chords to be latently bread of ....... '.'. -..' . DES. BY: LA 2'eo.and at 10 cc,respectively unless braced tie upout their length by v. Is the responsibility of the erector.Adapted permanent bracing of condoms sheathing such as plywood shah (TC)endrardrynan(BG). ' . DATE: 3/12/2015/2 015 Ma overall structure Is the res nsiN or the building designer. 3.2c bridging or lateral bracing required ars shown•. di , - l / an ray 9 ro ddg n9 arespective 2j.'tib... gyp, �. 4.No roadsereldc bem appllate adn to any comtime howl unlit after sli eaadng sne 4.mese tion of truss s ate re t onel use tr Ihs -peas contactor. SEQ. : 6206681 fasteners ere complete and at no time sheen say bads greeter than a.Design assumes busses are to be used to s noncormstve env9emmenl 919` .41•-Y.1 tj_ !(� design bads be applied b any component and are for'thy condition'or use. [� TRANS X D: 418842 5.CorgwTma has no control over and assumes no responsibility for the O.Design aselme9 roti beefing et el supports shown.Shan or wedge if pa.A UL•,- febnoatlon,handing.sNpment end retaliation of components, wry'sumes aaas p 9.This design Is aeMshed subject to the 1n+Xa8ona set sour by a.Design shall I be locatedpoonn b both Owes Ohms,,aand paced so their centerTPIrWt 1111111111111111101111111111111 M)TkUSA.IncdCO pIn Beat uTrusof ich wig be famished upon Software 8.7(1t)Znqueat 10.4nes coinddeelth ging center lines. For basicannenmrpWedesignveroesseeESR•131i,ESR-9att(Web) EXPIRES:12/31/2016 9.Digits Indicate size of ate In Inches. 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 414R/DDF/Cg=1.00 TC: 2x4 ROOF 11168TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 86 2-6-(-32) 42 6-5-( -4) 16 BC: 2x4 ROOF 816BTR SPACED 24.0" O.C. 2-3"(-99) 0 6-7=( 0) 0 5-3=( 0) 53 WEBS: 2x4 KDDF STAND 3-4-(-34) 39 5-8=(-45) 57 3-8=(-59) 46 LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"0C. VON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORT BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0' -33/ 284V -44/ 117H 5.50" 0.46 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.2" -141/ 98V 0/ OH 1.50" 0.16 ROOF ( 625) 6'- 0.0" 0/ 62V 0/ OH 5.50" 0.10 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 1-11-15 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 1 {AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX Li DEFL - -0.002" 0 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL--0.003" 0 -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL - 0.001" 0 1'- 3.7" Allowed= 0.071" MAX LL DEFL = 0.000" 0 5'- 3.5" Allowed = 0.177" 14.00 .., MAX TC PANEL Ti DEFL- 0.004" 8 0'- 10.4" Allowed = 0.140" t' MAX BC PANEL TL DEFL 1=111 @3'- 3.6" Allowed- 0.208"M-4x6MAX HORI . I - -0.003" 0 5'- 3.5"f� MA% RORI . L = 0.003" @ 5'- 3.5"�� o rDesign cofgrain xindforce-xesiatingosystem annts and cladding criteria. NMind: �Allmleightsj, Encldseda4CatB2DLExp�B,ASMNFRS(Dfr), 0 r11111111111111111111111111Mload duration factor-1.6, •+ IPMOMMMOOMOMMOMMOMMAIN_ End vertical(s) are exposed to wind, d Mind loads r M-1.5x3 ' in the ss dplaneeoffthe or wtruss only. o P o =� •3x4 M-3x4 M-3x5 A- 1 1-03-12 3-11-12 0-08-08 3, 3. / 3. 1-00 1-05-08 4-06-08 l 2-09 1-03-08 1 3-03 1 1 6-00 PROVIDE FULL BEARING:J[s:2,4,8' PROpt JOB NAME: POLYGON PLAN 3A NH - CJ2Scale: 0.5330 141' #,�'. WARNINGS: GENERAL MOMS, nese otherwise noted: .' ........... 1.Builder and erection contractor should be adWsed ofas General Notes 1.Thle design Is based only upon the parameters shown and Is for on Individual '' - buildin component Applicability of n parameters and proper ..:.. :... Truss: CJ2 Breda mtessmowneonung constructioncommences,be Instated Incorporation of conponentls the of betiding des O :. • 2214 oanMbrt web bredng must belftatied Mrae shown+. P� Pa" ..-.° .' 3.Addeonai temporary bracing to Insure enbEty dudrp construction 2 Design and at 1'the top and bottom chords lobe laterallyut braced eE ' DES. BY: LA Is the responsibility of ma erector.AddMonal permanent bracing of o o nand st 4 a hire suchrespeas plywood oodee braced(TC)a dfordi milepsth). j` . aentlnaaa sheathing such as pyrrood she (To)ra,Mrordrywati(BC). ., '3r,I ORE(ON'.. DATE: 3/12/2015 ms overall structure Is the to any responsibility of the building designer. 3.2r htwad bridging or Intend ponni required whore shown 0• "Y� . 4.No Toad should be smiled to any component until ager all bracing end 4.Instigation of Goss h the res nsbbiA of the respec lve contractor. `q .,�+111iy.1.6 y44s. S EQ. : 6206682 atmos era complete and 0 n time should any bads greater than S.Design assumes susses aro be used In a apmaaroeive environment, TRANS I D: 418892 a.Compuhus hes no control over end assumes no respo,MhiOy Wills n and are(whim condltlon'of use, lit P‘loads be applied arty component r/component8.Design assumes Ball Deming atsgsappons shown.Ms or wedge i . A 11�...,'`,`.. nary. fabrication,handing,shipment and histaiason of components. 7.Design fames adequate drainage is provided. 4.This design is furnished subject to the 3nstesone sot forth by 8.Plates shall be locatedonboth has 0 11 iues.and pieced so their anter 1111111111111111111111111111111111 MTeRUSA .lCoRpuonlsSo*ebefum hedupo u Digits nnsize edoorolpfatandonncvalues see EBR•4744.EsN-tgaeWok) EXPIRES:12/31/2016 11 II�III,Ill This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF @1dDTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 114 2-4"(0) 0 BC: 2x4 KDDF 11148111 SPACED 24.0" O.C. 2-3•(-251) 160 TC LATERAL SUPPORT <• 12"0C. DON. LOADING BC LATERAL SUPPORT <• 12"OC. UON. 1.1,1 25.0)♦51( 7,0) ON TOP CHORD• 32.0 PSP BEARING MAX VERT MAX HOR2 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD • 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ISPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD • 42.0 PSP 0'- 0.0" -333/ 1022V -11/ 63H 5.50" 1.63 HOOP ( 625) 0'- 10.2" -426/ 160V 0/ OH 5.50" 0.26 ROOF ( 625) LL • 25 PSF Ground Snow (Pg) 1'- 1.0" -277/ 90V 0/ OH 1.00" 0.19 KDDF I 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi 7.00 p REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. ICOND. checked for net(-5 par) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: 1,1-1/240, 11-1/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL" 0.039" @ -2'- 0.0" Allowed - 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX EL CREEP DEFL - -0.093" 0 -2'- 0.0" Allowed • 0.267" MAX BC PANEL LL DE FL- 0.000" 4 0'- 7.5" Allowed • 0.013" MAX BC PANEL TL DEFL • 0.000" 0 0'- 7.5" Allowed • 0.017" MAX HORIZ. LL DEFL • -0.000" @ 1'- 0.5" MAX H011I1. TL DEFL • -0.000" @ 1'- 0.5" r 3 -+r Design conforms to main windforce-resisting system and components and cladding criteria. 6 o Wind: 140 mph, h-15ft, TCDL•4.2,BCDL-6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, NWPRS(Dir), 'co -' load duration Eactor•1.6, o I Truss designed for wind loads o .11 111:111111111 in the plane of the truss only. or 2�� 1110"-- 11114 N M-3x4 • ti y .6 1 2-00 1-01 IPROVIOE FULL BEARINGIJts:2,4,31 JOB NAME: POLYGON PLAN 3A NH - F1 scale: 0.8602 V �Ne6. 1= '.. :,78 r WARNINGS: GENERAL NOTES,unless otherwise noted: I.Sunder and eroceon contractor should be advised of an General Notes 1.This design Is based only upon the peromelers shown end Is foram Individual Truss: Fl end Warnings Wore construction commences. building component Applicability of engin parameters and proper 2.244compreasbnweb bracing must be lnsrelledwhere shown 4. inowpors0on of component is the responsibility of the building designer. s.AQdntond bmpora 2.Design assumes the top and bottom dross to be late DES. BY: LA nbradngctIr.A ctabBMaadnpmbracin o aoaand at Vox.res satire unless breced throughout h�drdte m Is the responsibility o!the erector.Additlorsl permanent bracing or de„gm sxm sheathing sashes plywood sheatisngm andfor ). .L �. DATE: 3/12/2015 rhe overall structure is the raspauibmty of are building designer. 3,2a l bridging or Wend I 1, .0pEG N. , ' 4.No bed should be Impact �dr�requlreewhere shmccontractor.t patted to any ca.shout any amen an greeter ban and 4,flenlQason embus:a the reapobeb000 0 me respective n.00bw c .•(� t�... AS e<; Q SEQ. : 62 0 6 6 8 3 fsseeners are commas sad at no lime should any bads greeterban 0 Design assumes trusses are to be used In a narcmrosh a emdlonment 1n 4 Y 15 assign beds W apples to any component end are for'dry condition"of use. "7/� TRANS ID: 418842 responsibility for C. fun bearing alae supports shown.Siam or .'` PAU.. - 5.CorrpuTnn has no control over and assumes no has fabdcaeon,handling,shipment and Inataltagon of components, 7 Design eseumes adequate drainage B provkled, 111111 III 1111111111111111 rail I�I S.This design Is fumbhed subject to rhe Imitations set forth by S.Plates shell be located on both fans of buss,end placed so their center TINIWIVA hi BCB1.copies of which eB be furnished upon request Ilaes coincide with pmt renter look '�XPtREs:1`2/31 X616 Mu Wick USA,lnalCampu7rua Software 7.6.6(tt}E 10.Forrbestsconntts clor plata b Inches. design values see ESR-1311,ESR•tae9 pAtTeq .............................. 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECXFICATIONS TRUSS SPAN 4'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cg-1.00 TC: 2x4 KDDF 014BTR LOAD DURATION INCREASE " 1.15 1-2"( 0) 114 2-4"(0) 0 BC: 2x4 KDDF 116BTR SPACED 24.0" O.C. 2-3-(-92) 49 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)fDL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD " 42.0 PSF 0'- 0.0" -157/ 578V -31/ 120H 5.50" 0.93 ROOF ( 625) 1'- 9.2" -120/ 66V 0/ OH 5.50" 0.11 ROOF ( 625) OVERHANGS: 24.0" 0.0" LL - 25 PSF Ground Snow (Pg) 4'- 1.3" -45/ 97V 0/ OH 1.50° 0.16 ROOF ( 6251 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing.' REQUIREt4ENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF 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" 0 -2'- 0.0" Allowed - 0.267" MAX TC PANEL LL DEFL - 0.007" @ 1'- 5.5" Allowed - 0.247" 12 MAX TC PANEL TL DEFL - 0.007" @ 1'- 5.5" Allowed • 0.370" 7.00 -, MAX NORIZ. LL DEFL- -0.000" 0 4'- 0.6" MAX HORIZ. TL DEFL " -0.000" 8 4'- 0.6" Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h-19.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Load duration factor-1,6, es Truss designed for wind loads c in the plane of the truss only. M rw 1 O M 0f.. all i 0 -/ ro 2�■. M-3x5 F l 2-00 l 2-00 Y 2-01-05 [PROVIDE POLL BEARING;Jts:2,4,3( JOB NAME : POLYGON PLAN 3A NH - SJ1 letN '� y; Scale: 0.6561 • WARNINGS: MINERAL NOTES,unless otherwise noted: . :� .. ..... 1.Builder and erection contractor should be advised of MI Genet,'Notes 1.This design b based only upon the perimeters shown end m form Individual end WatMngs before con/auction commences. building component.Applicability o design petemmters andpropar _=. Truss: S 71Incorporation ofcomponent Is the respontldgyofthe buigln'gdesloner, .. :. 2.ht4 compression web bracing must be Installed shoes 0. A Design assumes an top and bottom chords to be laterally Mooed ai .. DES. BY I LA 3.Adclonol temporary bracket to Mame tangly doting consuuclon T on.and at 1G on.rue stlreh unless braced throughout their{bNrgetth by V" �. is the*ape bebmty of the erecter.Additional fbm»nent Racing of continuous sheathing snob ss plywood shoatidng(rC)ander dry=e). , � � .N.O- Q`: DATE: 3/12/2015 the overall siradure Is the reeponstbeiby old*battens designer. 3.Sc Impact bddping or letetel bradng required where sham"o .. �j.. 7. n. 4.No load should be tippled to any component until oda all mating and 4.InsleNalon of truss Is n* amibilly of the respective contractor. 9,A- A �! '15 i�j`. SEQ. : 6206684 fasten,*are complete end et no ems shaAdenv beds gnateraan 5.Designessamestrussesareotobeused InanortmormuNCenvionmen4 7TTk n,`4 design loads be tooled to ern,component sea en assumes full bearing M UM. c, TRANS I D: 418842 s.Comparing;has no control over and assumes no responsibility for Me a Deafen °eaery m°s full bealrp at a0*appalls shown.Shim or wedge If A U L mbdcelen,hendkg,shipment and Installation of components. 7.Deep assumes adequate drainage Is prodded. S. esdesintSsfieteOtsnsset fo by I.p loafed onbottcesoftruss,and placed sotheir center {{IIII NNN�p�I1 1III1WW1I III Iles BlsdwMdiebet rrequest ss Fo � ch EXPIRES:12J31/241.6 MITk USA,lnciCompuTrua Software 7.8.6(1L)-E 10. bunn connector Opiate edgn Inches. see EIR•1311,ESR-1515(Melg 111E011 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 1.3" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq-1.00 TC: 2x4 KDDF 0148TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 114 2-4-(0) 0 BC: 2x4 HOOF 0148TR SPACED 24.0" O.C. 2-3-(-162) 92 WEBS: 2x4 ROOF STAND LOADING TC LATERAL SUPPORT <- 12"0C. CON. LL( 25.0)401( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX HORS BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. VON, DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -77/ 508V -58/ 1921) 5.50" 0.81 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 9.2" -117/ 305V 0/ OH 5.50" 0.49 NODE ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 1.3" -101/ 195v 0/ OH 1.50" 0.31 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL--0.036" P -2'- 0.0" Allowed - 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.043" 4 -2'- 0.0" Allowed - 0,247" MAX BC PANEL LL DEFL - 0.007" 8 1'- 0.1" Allowed - 0.054" MAX BC PANEL TL DEFL -0,009" 0 1'- 0.1" Allowed - 0.072" MAX NORIZ. LL DEFL- -0.001" 0 8'- 0.6" ✓ MAX HORIZ. TL DEFL - -0.001" 0 8'- 0.6" Design conforms to main windforce-resisting 12 �( system and components and cladding criteria. 7,00(7 Kind: 140 mph, 11-21ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (ALI Heights), Enclosed, Cat.2, Exp,B, )(WERE(Dix), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 n I-, N 1, lD co 2 i a M-3x5 2-00 2-00 6-01-05 (PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME : POLYGON PLAN 3A NH - SJ2- �No1N4 o,. Scale: 0.4625 G' , WARNINGS: GENERAL NOTES,unless macownote* note � 1.Builder a1)antdlon=tractor should be advised of a6 General Notes 1.This design Is based only upon the parameters shown and Is for an adMdual Truss: SJ2- and warnings before construction commences. building component.Applicable/ofdeeipnl Parameters mdproppaa -. ... ....._. 2.9x4 Compression web bradn0 must be Metaled where shown+. Incorporation l o romonem Is the responsibility of the building daelanet. - DES. BY: LA 3.Aadeonelamporay Droning to Insure meanly doing conatroctlan 2.Design assumesthe onap and bottom chhords to be latently braced aTt lathe iesponeibety Odle erector.Addlaonal penman*aranna of 2'as and at e a in rod as ply unless bread(Tel anaso drp length by ax'meagsah leofsuerabaddB requid red where aMfadrywalKeC). 'S'. ,:gip Q N;• .a„4 . ..' DATE: 3/12/2015 theoverenstrvdurelethe reaponsexuyofthebuilAngdesigner. s.2vlmppaacclttaWpingonaarelbrednprequhetivdreresrown++ • SEQ. : 6206685 4.No load should be appled to any component unel ager as trades and 4.Insttlalon of Duos Is the mesondbity of the respective contractor. : `(Jq. y.Z/ fasteners are complete a O at no ame should any loads greeter than S.Design assumes menses ere a be used In a cormaNe emhonment. R .. R Y 1 V., TRANS ID: 918 8 42 deafen loads a applied to any component and are for coy condloon•of see. /{- n S.compdrms has no control over and IMMIX no rasponpbifdy for the 9.Design aseumea foe besdng al all suppode shown.Shim arwedge it j:) `t... fabdadon,bending, and nocesaa uo adequategrouts A UL• .. 4.This design is Washed subject a the Matadors set �by e7.Designshall be locatedonoth Isf truss,and plead so their cents I�ul�Itll HO��III uBa tI II I Ift M b USA, S.incJCbmpulrue Software 7.6.6(1L)-£n request 10.DDigitsIllcccate els platedalpnheluea see EBR•1311.EeR-tmaa paTaq EXPIRES 12/31/2016 11HIUII111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS: 13-02-00 SPAN HIP CORNER RAFTER CHORDS; (2) 2x4 DF PI168TR TOP CHORD LL (25 P5F) + DI. ( T PST) = 32 PSP LOAD DURATION INCREASE = 1.15 + • A- PROVIDE SUPPORT M-3x6(5) 12 0 6.26 f7 M-5x8 PROVIDE SUPPORT 0 1 4-01 PROVIDE SUPPORT i 14-3H68-00 a o M-3x6 i M-3x6 o M-3x8 J, 6 i o y y 13-02 y 26-10-15 iNe JOB NAME : POLYGON PLAN 3A NH - CR `� Gy' 02 Scale: 1/4" t. : .: ::: 8 1. WARNINGS: oiNRRAL NOTES,unless otherdse noted: 1.Budder end enoSon contractor should to advised of all General Notes 1.This design Is based only _upon the parameters shown and Is for an Individual ..... Truss: CR end Wamkge befOre construction commences, building component.Applicability efdesign parameters and proper 2.204 compression web bredng musl be Instated where shown•. Incorporation of Component k the m chords of Ore building designer. .: era to Insure steblA dadrp construction 2.Design amnia the top and bottom chords b be bterdy brood al 3.Additional langoroY cine y 2'o.a.and at 4a o c,respectively unless Wooed glronghad Out length by �h n DES. SY: LA k thy responsibility of the erector.Addianal pemnnem wsdnp of continuous sheathing such as pywoad eheathIng(TC)srWrordrywaa(BO). a Tip...vl GvIV DATE: 3/12/2015 rhe overallshado e k the reaponslbliy of the building designer. S.22 ad bridging or lateral bracing requbodwhere shown•• 1149'' d 'L ' 4.No bad should be spied b arty component until after all bradrg and 4.Installation of truss Is the reanoneRafty al the respective com[ader. 7n,.{`1?Q+Y.'1�. �i SEQ. : 6206686 fasteners era complete and at no into should any bads grouter then 8'adgere ISSUmu°"4141". rtdN S ofioesha used 1n a nonrcomosNe environment 9e. 4 R AUL . design loads be monied to any component 8.OuIgit mums full bearing al all supports shorn Shlmarwedgeil A TRANS I D: 918842 5.Compares hes no control over and @surdas no noponsibliy for the neasre 7 fabrication,handing,shipment and Instaladon of components. 7.Design assumes adequate drainage Is provided. 8.This design is Punished subject to the Imitations sal forth by S.Plates shell be loafed an both races of tuns,and pieced so their center �� 11 111 11111 WI I II jI 11111 'fP1NifCAin BCSL toplea olwhkh wdibe harishad span request. 9.lines s Weak size ofnptlat* Inches. EXPIRES:12/31/2018 II '�uj'( I MITet USA,Ino/CompuTrus Software 6.2.3(1L)-E 10.For bask connector piste design values see EtifFt811,ESN-1988 I`�IIIM I I This design prepared from computer input by t l ( PACIFIC LUMBER-BC LUMBER SPECIFICATIONS: 13-02-00 SPAN HIP CORNER RAFTER CHORDS: (2) 2x4 OF HI&RTR TOP CHORD LI. (25 PSI) + DL ( 7 PSI) ti 32 PSF LOAD DURATION INCREASE a 1.15 + s- M-3x6(S) 400011 1 40 12 M-5x8 6.26 p PROVIDE SUPPORT rx: Tel 4-00 PROVIDE SUPPORT ,� M-3x6 8-00 c, j M-3x6 M-3x6 o M-3x8 .-r N I IC. 13-02 • i 1, 25-02-13 JOB NAME •. POLYGON PLAN 3A NH - DR 4� rG 0 N F,g o,; Scale: 1/4 . : :.. Q WARNINGS: GENERAL NOTES,unless otherwise noted: I.Butler and wooden contractor should be advised Weil General Notes 1.This design Is based only upon the parameters shown end Is 151 en Individual - - Truss: DR end werorps before consbustion commences. building component.Applicably:titration pasametere and proper 2.204 compression web brsdng Aunt be Instated where shown*, incorporation of oamponted Is the responsibility of the bonding daslangs. /' ... ... .. 3.Additional temporary bradng to Insure etebily during conslrudion 2.Design assumes tirsmp and bottom chords m be pterery braced at - - DES. BY: LA 2'o.o,end at IC o.o.respeclvey unless braced throughout their'length try tithe resporWh®y of the erector,Additional pemwnem bradry a continuant Sheathing re sr plywood sheemrhN ing(TC)eadrywal c). 'yd' ..OREGON' w • DATE: 3/12/2015 the overall structure Is the responslhily of the building designer. 3.2xImpact badgld9 or-lateral bracing requhed where shown*+ + 1.No lad Should be appled to arty comps ant until Wier sl brachy and 4.Installation of buss is the responsibility of the respective contractor .. „�.✓ ., d'I SEQ. : 6206687 tastahere en conte and at no time should any loads wester than S.Design assumes trusses are to be used In a non-corrosive environment ` HY•4 S' t.). design loads be applied m any component and are for"dry conditloM of use. V TRANS I D: 418842 t.CompuTns bree Ao control over and sesames no responetLdly for the S.Design fel adequate MatsvppDorrta shown Shim or wedge II '. :PAUL .R` fabrication.Minding,gasmen(end Installation of • B.This design Is furnished h)ed too the boSs kns sou forth bye S.Cosign eS she ll be locales own both taleonline, d placed w their center .. f III I III/1111i II11I Y1111H1t MITek USA,InciCompuTrus Softwaree 2 3(!t}E request.NYCA in SCSI,copies of which MI be ItiMIShad upon 10.For aso connector able joint center o�ka see Era-+all.ESR-lase(hemp EXPIRES::12/31`1201.6. 1.Ups Indicate flit o1 in Inches. 111111161 This design prepared from computer input by 11 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 411R/DDF/Cg-1.00 TC: 2x4 RODE 815BTR LOAD DURATION INCREASE ' 1.15 1-2-( -9) 86 2-6-(-133) 196 6-3'(0) S7 BC: 2x4 ROOF 8140TR SPACED 24.0" O.C. 2-3-1-961 32 6-4-(-133) 196 NESS: 2x4 Mr STAND 3-4-3-96) 31 LOADING 4-5-( -9) 86 IC 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 POE' TOTAL LOAD' 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE 3Q.IN. (SPECIES) - LL- 25 PSF Ground Snow IP(1) 0'- 0.0" -65/ 261V -80/ 809 5.50" 0.42 RODE ( 625) 3'- 6.0" -65/ 261V 0/ OH 5.50" 0.42 RDOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, IL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL- 0.003" 8 -1'- 0.0" Allowed - 0.100° MAX IL CREEP DEFL- -0.003" 8 -1'- 0.0" Allowed - 0.133' 1-09 1-09 MAX LL DEFL' 0.003" 8 4'- 6.0" Allowed - 0.100" f ,f f MAX TL CREEP DEFL- -0.003" 0 4'- 6.0" Allowed - 0.133" MAX IC PANEL LL DEFL'• 0.006" 8 0'- 12.0" Allowed.. 0.139" 12 12 MAX TC PANEL TL DEFL - 0.007" 9 0'- 12.0" Allowed - 0.208" 14.00 17 24-4x6 14.00 MAX H0R1Z. LL DEFL - 0.001" 8 3'- 0.5" 3 4,1" MAX NORIZ. TL DEFL - 0.001" 8 3'- 0.5" Ril NOTE: Design assumes moisture content does not to exceed 192 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0" Wind: 140 mph, h'20.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, it c::. inuss thedesiplaneeoffor thewtruss o nads ly. N 0 H-3x4 M-1.5x3 M-3x4 Y ), l 1-09 1-09 1 3. Y 3, 1-00 3-06 1-00 JOB NAME : POLYGON PLAN 3A NH - G1 � P R/ Scale. 0.5809 y�y WARNR10a: OBNERAL NOTES,unless otherwise noted: Q` ' %•,o. . • : 1.Bander and erosion contractor should be advised Mail General Notes 1.This design Is based one/upon the parameters sham end is toren Individual .. • Truss: G1 and warnings before consbuabn commences. bulWhg commoner&Applicability of design parameters and proper _.....-. . 2.234 conversation web bracing mast be Installed where shown a, broorporatmon of component Is the responsibility of the building eadgnsr. ., .' 3.Additional temporary lxadrg to Insure slabifdy dieing construction 2.Design assume"the top and bottom chords to be laterally braced a( DES. BY• MJ is the responsibility of the erector.Addeonai permanent bracing of 2'0.0,and et 10'ova respectively urines braced eirouenouf teflon&by .. r✓ , .,y. lnp000sheatldngsuchtbplywoodsheethwh Where shown i� DATE: 3/12/2015 the ovendi eWcarro Is the reaponsgdmy of building designer, 3,lx MOW*Miring or[sheat bracing required where shown a a "1y Ort 4.No load should be retitled to any component until afar ci bracing and 4,Installalon oftnss Is Me responcNRy of the respective contractor. • �0 2T 11 X94.' �4. 5.•,l� SEQ. : 6206688 UMenare aro complete and at no tints should any loads greater Inn a.Design assumes emits are o ba used m a nan�cortoelve em4roment, _� ��!'{� V TRANS design bods be apPled to ant component 9.1388/08 t"dry Os.HUO drg at suppods shown.sem orvrodge Ii /J . A.'.:.. I D: 418843 a.CempuTrus has no control over and assumes no responsibility kr the .a U 1... •, fabrication,handing,shipment and installation of components, necessary. 7.Mates auguredcaedone othfaceapison,a. B.This design N furnished subject b the smaetlons sly forth by S.Poeta slug ba loafed on both faces tress,red placed so their center IMI]1111IIII1 mill 1 MITekUSA,Inc/CompulrunSoHo e7.6.7(11)-E so.�Basteconnectorplatadesignvv�resseeESR.1311,ESR-1048851cM EXPIRES:12/3112016•