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Plans (92) `\t\S�. -UCS- o � D t � � Sci -& . 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. ��Rfl PR OFFS 87 2PE vrr sn , `'CkK,,, OREGON (i5? ©i:/ BER EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. lot MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 18_U P Fax 916/676-1909 3A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832568 thru R41832579 My license renewal date for the state of 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. ONIO Qv was 4 16, -� ONAL ; April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 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?CTgSFZSjSNcSIttIDzR3Xv-GgIZQgaDiPr1 Bu5g6D6ZM2KUbwgZCHJ3PsbwCOzOQSK 1 2-6-0 1 10-10-2 11 1-2-0 1 10-11-2 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I 13x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • e 1<.., 9 N / / •\ e. a O 17 16 15 14 13 12 I 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-6-2 I 11-4-2 1l1-11_21 18-9-12 1 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel,f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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/rP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 3CINT0 1.4. 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 nwe 0 fir, WASh,-, `7j{ WEBS 2-17=-1913/0,2-16=0/1299,4 16=-660/0,415=-57/292,5-15=-281/0,6-15=-62/602,9-11=-1916/0,9-12=0/1262, -,14, 712=-756/0 f-y f ° 3- ( k NOTES 1)Unbalanced floor live loads have been considered for this design. Ilk 2)Refer to girder(s)for truss to truss connections. f r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TP!1. ,P 4, 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0,131"X 3")nails. Strongbacks to 9 4'GISTER be attached to walls at their outer ends or restrained by other means. SIQIYAI LOAD CASE(S) Standard �;(- c,,,c D PRape- 4j,�`� �c�Gi �F9 /0.0, 4r' 870 2PE cv - �`�A>,OREGO n,,,Lti "A, � $ER i� C?S A. He ck P EXPIRES:06/30/2015 April 22,2014 af AWARN/. -VerifyAlign pctsutestrsx:sdREAP N)1€S ON THIS ANO IM1J0ED N! "(REFERENCE PAGE MIL 7473 mr,1,119/2014 BEOPEU Design valid for use only with MiTek connectors.This design is _based only upon parameters shown,and is for an individual building component. i Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quaily Cdieria,DSB-89 and BCS!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 1fbutfsarn keine(5P)taersber is Rpftdbaa4 the esigeanrtuat are Share eilretive 06/01/2013 byALSC Job Truss Truss Type Qty Ply 3A R41832569 P114-118_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 132014 MiTek Industries,Inc.Mon Apr 21 15:40:43 2014 Page 1 (�7�� ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-C3QKgLcTE051QCF2Ee81 RTPs6jRAgHTMt940GvzOQSI 1 2-6-0 1 1-4-4 1i __1-2.,(2H 1 2-0-0 Il-A 1 2-5-8 1 I 1-2-0 11 2-0-8 1 1 1-4-4 1 Scale=1:41.3 1.5x3 II 1.5x3 I I 1.5x3 I I 3x6= 1.5x3 I I 356 FP= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 0 4 e aA 8 25 24 23 22 21 20 19 18 17 16 15 3x6 FP= 1.5x3 I I 3x5=3x6= 1.5x3 I I 3x8= 3x6= 1.5x3 II 7-10-12 14-9-8 6-8-12 73-121 10-11-0 1 13-7-8 10.-2-81 19-7-0 I 23-8-4 1 6-8-12 7r;11021 3-0-4 2-8-8 0.7-o 4-9-8 4-1-4 0-7-0 0-7-0 Plate Offsets(X,Y): (4:0-1-8,Edael,15:0-1-8,Edoel,18:0-1-8,Edgel,1.17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.06 22-24 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.10 24-25 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-5-8 except(jt=length)15=Mechanical,25=0-4-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)15 except 25=449(LC 14),19=877(LC 3),16=745(LC 14) 100.3 �5 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. c) J0CJ ,,'WASj1y, `�jr 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, l 10-11=0/603,11-12=0/603,12-13=0/597 'q' !!, .r 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, o' / °` . r 18-19=-83/423,17-18=-83/423,16-17=-93/268,15-16=-304/44 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 >d , +`?r ii 4 49639 4 NOTES 9 , ..GIS'rEie 4 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. i's,t ,' , ` 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 ��, c) P R Op be attached to walls at their outer ends or restrained by other means. 619 7)CAUTION,Do not erect truss backwards. ��C3 N - /� LOAD CASE(S) StandardAc $709 0 pc‘ r... Iv 4):), OREGO c (/ 0 &ER 11 �O Os, A. Hex- EXPIRES:06/30/2015 April 22,2014 8 8 A WARNIUS..esitr deti7x pamesoerx ar,M READ f SFS CM MIS AM EV USED HMV(REFERFM E PAGE Mii 7 413 me 1/25/2014DETREUSE �" Design valid for use only with Wick connectors.This design is based only upon parameters shown,and is for an individual building component �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingMiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 tt Southern Fiee ISM tsmrtzer isspesi£es{,the i/esigre VA isms wethose elferthrefX1011,1201.3 toy Al-SC Job Truss Truss Type Qty Ply 3A R41832570 PL14-118_UP F03 Floor 5 1 Job Reference(ootionap 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?CTgSFZSjSNcS1ttlDzR3Xv gF_i2hd57KDc2LgFoLfG_hy2t7sbPluV5pgapLzOQSH I 2-5-4 I 1-2-0 I I 2-46 I 2-6-0 I I 1-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e o Y ® o a a Iev — -4.1111/1. — ' o 1 Z 11 10 `J`J`x' g 3x4= 1.5x3 II 3x4= 3x8 = 3x4= 3-11-12 I 7_8-4 113-4 13-0-170-040-III -10-4 II 9-7-12 &¢tt 12-8-0 I 2-8-4 0-7-0 0-7-0 s-i-S 4-8-0 0-i-S 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edoe),(10:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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/TPI2007 (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) 0: ONIo FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. s cj Qyr TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 C. .wi t t le BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 fP k ,x G�� WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 L .. N NOTES '. 1)Unbalanced floor live loads have been considered for this design. 7f •ep 2)Refer to girder(s)for truss to truss connections. ' \ 49 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 0.4, '4'01- 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. „,,Sly. A el 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 N��NGPR OF F�sc3 E4- p 87022PE 9r` i y ' OREG•Nti ttr 'v0' �' zzER ,� �p a- A. Hen EXPIRES:06/30/2015 April 22,2014 4 e ®145tANNS-Vud/deign y"aaaleii?rsaxfREAD AlTES GNThtISAf INCLMETllhf;7EKPEFEF.EM",EPAGE MI27473mg,.I/25/2fJ4BE=WE B —I Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. „ Applicability of design parameters and proper incorporation.of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTele Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Rinne ISP)Jumbo,is Mott the o gr,valga urn e uctre 06/411/20136yMSC Job Truss Truss Type Qty Ply 3A R41032571 PL14-118_UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:44 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv gF_i2hd5?KDc2LgFoLfG_hy2f7r?PIoV5pgapLzOQSH I 1-9-0 I I 1-6-12 1 I 1-2-12 1 1 1-6-0 1 1 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 - iiiii1P—W . 0 N e le e 15 14 12 11 10 9 3x4= 3x5= 3x4 II 3x5= 1.5x3 II 1.5x3 II 3x4= I 5r2-8 I 12-6-12 I 5-2-8 7-4-4 Plate Offsets(X,Y): 16:0-1-8,Edoel,f7:0-1-8,Edoel LOADING(psi) 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 IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=608/0-5-8 (min.0-1-8),15=202/Mechanical,9=284/Mechanical Max Gray 13=621(LC 7),15=236(LC 8),9=291(LC 4) y ONIO FORCES (lb) 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 0$ �VW, 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 4v r_` '"t`(� 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 C' i _ {j C:5 NOTES "/ - 1)Unbalanced floor live loads have been considered for this design. 11* 2)Refer to girder(s)for truss to truss connections. Cr 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,,rj49639 t' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0 '�a4. vy be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 40NAL 0 LOAD CASE(S) Standard 0 PROF4- co NGiN��A ia.kJ 9 87022PE r" ycn - ,N Av rn'flj, OREGO e,a zil 4 He EXPIRES:06/30/2015 April 22,2014 t _ I ®( J1)1S-Verifydevfgn a;am508rsgujREADf/)ifsONTHIS I'/,TE&EDMITE#REFEREN7 dAOEHU7473se.1125/2g148F3IREIISE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the x� � * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lYl fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine OM lumber is specified,the designvafsaas are those effeetis a 05/O3 j7S3S3 byAt SC Job Truss Truss Type Qty Ply 3A R41832572 PL14-118 UP F05 FLOOR 4 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-8SY4F1ejmdLTfVPRL2AVXuV9QX6v8AMfKlZ7LozOQSG 1 2-3-12 1 1 1-2-0 1 1 1-0-0 1 2-60 I Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e• e - • o or N IIIII _ —/0"— _.,_ 1 e o 12 11 10 9 8 3x4= 1.5x3 I I 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Edgel,110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 460 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/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ON10 TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=1646/0,5-6=-1646/0 1.0-- LfiA.s, BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 cy 0VW , `�J" WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 A' 'V0 NOTES ,,lia r ,, ' 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. ,ss, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. II` f 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4%3944 be attached to walls at their outer ends or restrained by other means. 0ZS I E1;.P` LOAD CASE(S) Standard S' , c.� Al(cNGINEFfp�� 870221E (- ' � . yaSOREG•N 45'Ali $MEAN CSR t9 k HE EXPIRES:06/30/2015 April 22,2014 l f A KA.rtMIMS-Vera'ydeign pram 1Ers aid READ t/D VES O4 ff/IS AMO LUALED MIRK BEFER.EM E PAGE i//f.7473 reit.tr/29f 2/#c REM.RISE .....'= Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. imt 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 MTek" 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 Qualify Criteria,DS8-89 and BCS/Building Component 7777 Greenback Lane,Suite 109 Safely Intormalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine t5P Bsmr aer it spuc56edt,rhe design.vateex are-hese eft cave O6/01/2O1:3 byAtSC 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 MTek Industries,Inc.Mon Apr 21 15:40:45 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-8SY4F1ejmdLTfVPRL2AVXuVFfXC48EoFlCTZ7LozOQSG I 1-6-0 1 1-4-0 I I 1-2-0 1 I 1-1-8 I Scale=1:13.6 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3x4= 3 4 5 3x4= 6 ...........„,„.....„.: N N e e 3x4= 10 9 8 7 3x4= 3x4= 3x4= 1 3-1-0 1 3-8-0 1 4-3-0 1 7-1-8 I 3-1-0 0-7-0 0-7-0 2-10-8 Plate Offsets(X,Y): 18:0-1-8,Edge1,19:0-1-8,Ednel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 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'nor 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 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. lONIO N 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=0/369o � WAS WEBS 2-10=-443/0,5-7=443/0 � YAP Q NOTES G1- tr1 r t°1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. *a 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. f�1 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. "b� 49639 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (:) 1;I be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard SIONAL � R,V PROF? 87022P, 9f . , . 4 >N y �A� ORGONtipQ,4U, 'YCb IC ER �,� 4 A. N'EP` P EXPIRES:06/30/2015 April 22,2014 0 ®8`4RNAG_Verlfirde_uigra;.ararawsrrs3ndREAD R`TES CHMNMS: LaLs'E)Kra REFERENCE PAGE MCIT7r73mcJ/28f38148 :§RISE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �F 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 k the responsibillity of the MI erector.Additional permanent bracing of the overall.structure is the responsibility of the buildingS@BCW designer.For general guidance regarding 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/7911 Quality Criteda,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 Piers isneSher in aisecified,the.dexign values ave these ettesave 06/02/2013 lay MAC Job Truss Truss Type Qty Ply 3A R41832574 PL14-118_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:46 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-de6STNeLXxTKHf dvmik361PxxY4tgFoZ7PubEzOQSF I 2-6-0 1 0-7-8 1 1 1-2-0 I I 1-3A 1 1-6-0 I I 2-5-8 1 1 1-2-0 I I 1-11-0 Scale=1:23.7 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 e • e e o e —.V- N \ 41111N4110- e o 11 16 15 141 12 11 3x8= 1.5x3 I I 1.5x3 I I I 3-4-8 13-11-8 1 4-6-8 1 7.6-12 I 10-3-4 1 0-10-0 111-5-4 1 13-7-4 I 3-4-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(XX): 17:0-1-8,Edgel,18:0-1-8,Edgel,114:0-1-8,Edoel.115:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012TrP12007 (Matrix) Weight:63 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 OF No.18.Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:13-14. REACTIONS (Ib/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) oNra L. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,+e, 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 C5% �1 WASii- YJA 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 f '. �jNOTES I'1)Unbalanced floor live loads have been considered for this design. \p2)All plates are 3x4 MT20 unless otherwise indicated. t��F`-`r3)Refer to girder(s)for truss to truss connections. r 49634` '`4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10.5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. ,„: 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 QNA � be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �� (� PRO,cFss 'r 870 2PE y ',, OREGO; / ©k9 A. H 8ER ' EXPIRES:06/30/2015 April 22,2014 t f at4ARNi: %-Africa`gn,asam:atersasAdREAL /1cSCHTHIISAN0MUM H(7EKSEFERE. PAGE Ma P"13ze1125,12014BE tFUISE Ewer Design valid for use only with MiTek connectors.This design is based onlyupon parameters shown,and is for an individual building component. » Applicability of design parameters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 Qualfly 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 S.- .3.M Pince OP)lumber is speci ied>,tea destgesvetoes are those effective 08/45112013 byA SC Job Truss Truss Type Qty Ply 3A R41832575 PL14-11B_UP F08 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?CTgSFZSjSNcS1ttlDzR3Xv-5ggggjfzlFbBvpYgTTDzcJa%I Kjlc?byon2EPgzOQSE I 2-6-0 1 1-0-10 11 1-2-0 11 0-11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 ® e 1..- ..;-1 0 ./r \ N 0 e e _ 1' 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4= 12510 I 11-6-10 1F-1-101 I 19-0-4 I 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): (6:0-1-8,Edoel,17:0-1-8,Ed0el LOADING(pat) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 lncr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y10N10 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'?:dWAStiZN,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, T, rr 7-12=-786/0 h Rr (j NOTES to A x N 1)Unbalanced floor live loads have been considered for this design. Ir. t 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. i ll 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (�� $T be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4 ,,,t1) PROP 870 2PE 7 -0i,OREGO c i.ti -55 0 EIEF1 O `4 A. N'ER�� EXPIRES:06/30/2015 April 22,2014 s 1 A WASNIM'-Vrd/ydesign parametnrs and READ d 7£S ON 17(15 AM Thtll 5tl NfFEi(REFERENa(AO XII.7473 mc 1/29/2814 BE TRFUSE Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ,,`` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek'erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,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 it sos xl errt bine;SP)aw„box is specified,the dleffign vetoes are.those effectbas0€/01,(2013 by MSC Job Truss Truss Type Qty Ply 3A R41832576 PL14-118_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-5ggggjfzIFbBvpYgTTDzcJaWr jkc?ayon2EPgzOQSE I 2-6-0 1 1 1-0-14 1 1 1-2-0 11 0-11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o • o i • 1—c' N • e eEr 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 I I 3x6= 3x4= 12-8-14 j 113-14 12-1-141 1 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): f6:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 44, REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. tONTt3 TOP CHORD 2-3=-3025/0,3-4=-3025/0,4-5=-3791/0,5-6=-3791/0,6-7=-3457/0,7-8=2992/0,8-9=-2992/0 BOT 1 5=0/3457, 457,12-13=0/3457, WEBS CHORD 2--117 10940/0,2-16=0/1326,1 16 0/1326,14 16=1687/0,4-15=-25/297,5-15=-265/0,1 6-15=-69/00,/9800 1943/0,9-12=0/1287, C0 JC/�0 712=-789/0 j^, g .r. ,?, NOTES 9 �1 1)Unbalanced floor live loads have been considered for this design. \f ' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 'r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 "d,� � 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Q '\ = E� be attached to walls at their outer ends or restrained by other means. 'ttLOAD CASE(S) Standard ' 01VALV G Q; D PRQp . �`��,�� 7C0I2N2EPFEq �� ' La CV 7 -0), OREG.N (" zo ,pc ' FIER A\ �p EXPIRES:06/30/2015 April 22,2014 f a g,EARNIMS-Verify*lig,*parameten v;d REAP IZ TES ON THIS AM INaLCED MIMIC REFEREICE PAGE HIE1413 rex 1,1251201$BEV I E USE w.......„ Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �� •. 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 ANS1/TPIi Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 if Seotisere Fide ISM kunbex is specified,the de cicn values are these 44fsctiism il6/QS/2013 byALSC Job Truss Truss 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-Z1 DDu3gc3Yj2Xz701BkC8X6k2kCgLV350Rony6zOQSD I 1-8-4 I I 1-2-12 I 2-6-0 I 1 1-2-0 I I 1-3-0 1 1-60 1 Scale=1:22.1 1.5x3 11 34= 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e 0 0 e _ N — N e- e e 14 . 12 11 10 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= I 1-11-4 8-6-8 1 9-1-8 1 9-8-8 1 12-8-8 I 1-11-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 15:0-1-8,Edge1,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:59 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) 14=-381/Mechanical,13=1097/0-5-8 (min.0-1-8),9=390/0-2-8 (min.0-1-8) Max Uplift 14=438(LC 4) Max Gray 13=1097(LC 1),9=390(LC 4) y"ONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Cf' �;Vir,S l TOP CHORD 2-3=0/802,3-4=661/0,4-5=-661/0,5-6=-799/0,6-7=-799/0 C3 i, Cry BOT CHORD 13-14=-802/0,11-12=0/799,10-11=0/799,9-10=0/497 '4" Fx- p 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 rry 1, N NOTES 1)Unbalanced floor live loads have been considered for this design. IT 2)Refer to girder(s)for truss to truss connections. rqr t , 11 4, 49639 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. {AFB 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=438. 'ZS' 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPi 1. � Aj. 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. P � � s LOAD CASE(S) Standard lira GINE-€•/0 870 2PE r- (1) cv yA> 0 R E G N (1,7',41/1\1 °°Ar, F'y'E P .0 a °' A. H �'`� EXPIRES:06/30/2015 April 22,2014 1 _ 6 N'.4R ® N1M -V S ri/f yde_sifin pasamemrs ued READ t d€S ON THIS AND MIMED-ED MITE'(REFERENCE PAGE 14117473 rex 1125/2614 d#� Design valid for use only with MiTek connectors.This design in based only upon parameters shown,and is for an individual building component. mg Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �� * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crlfeda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern€inefSP)s baq rs F i ,the rmci plums are ase nage c6/051221.5 tarM.SC Job Truss Truss Type Qty Ply 3A R41832578 PL14-118_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1 Dnb5PhEgsrv87iCauFRhkfvc8Zm408EF5XLUZzOQSC I 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 1 1 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 a e o 1_, I o N N -7. e e e 0 „ 1 C. 11 10 NM 3x4= 1.5x3 11 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 1 13 1 1110-4 i{II 8-7-12 - 12-9-12 1 2-8-4 0-7-0 0-7-0 0-1-9 4-8-0 0- 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edael,110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) ,20N10 fix, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WA$j} fjr TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 {,J BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 \7 }u ^'' WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 40 * �"2 t N NOTES tA. 1)Unbalanced floor live loads have been considered for this design. { r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. ' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. �Q Yt', 49639 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 'IT OP 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-IOd(0.131"X 3")nails. Strongbacks to `rt t1 CS be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard „ ;t} PROP ' '‘So .‘ t 4Z' $70 2PE c- o 04 y '0'Po,, OREG N ' 1U t7s A. H' - EXPIRES:06/30/2015 April 22,2014 8 a women YJ-Ye/ydeeu ripaammrsrs and REAR)Na3 TI S NTH:WAN MIMED MIMICREFERENiE PAGE ff717473€cc I/2912014 BEAOAFUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI 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 IYR�Frei(' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 195ambem:Pane tSP)loarbar is spaci6ed,thedesigovaiues arm tttasa rlfective D6/G7f2013 byALSC Job Truss Truss Type Qty Ply 3A R41832579 PL14-118_UP F12 Floor 1 1 Job Reference(optional) Parc Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-1 Dnb5PhEgsrv87iCauFRhkfur8Vg4?6EF5XLUZzOQSC I 2-6-0 j 1 1-4-4 i I 1-2-0 I I 1-3-4 I 1-6-0 I Scale=1:18.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e o e —7, Z 0 N e o- e p 1.♦ 11 10 9 3x4= 3x6 = 1.5x3 II 3x4= 3x4= I 6-8-12 1 7-3-12 17-10-12 1 10-11-0 I 6-8-12 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 14:0-1-8,Edael,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 0.27 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 lncr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=475/0-4-4 (min.0-1-8),8=475/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .ToNro itt TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=-1064/0,5-6=-1064/0 BOT CHORD 11-12=0/925,10-11=0/1064,9-10=0/1064,8-9=0/624 © V W -y'; WEBS 2-12=-998/0,2-11=0/383,4-11=-22/331,6-8=-749/0,6-9=0/566 , �.7r t'' NOTES (,„� t°:; 0I. tll 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `, 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'a 4963947 be attached to walls at their outer ends or restrained by other means. Q�> ISTER 44) LOAD CASES) Standard v''1ONALV3'C1 4,,c9" PR(3FFSA, co-<c.,N ENGiNEF9 /d_y • 2PE „, r LP cv y ��j, OREGO ti,, �t/ 0 �'t'�13ER �. pS A. He EXPIRES:06/30/2015 April 22,2014 c A I:"3-Verify de=ign raamelers si d REAP WITS Off THIS AND I? I€€0 WIEK EFEAEM z PA HIT 77 473 rctr 1'19/201$OHOREUSE —IM Design valid for use only with MiTek connectors.This design is based onlyupon parameters shown,and is for an individual building component. mi t 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 rgtye�+ erector.Additional permanent bracing of the overall structure is the responsibility1YE of the building designer.For general guidance regarding E fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI BuIlding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Cit 5 Heights,CA,95610 if SaacTB Pine(F)lumber is grased.the ;ge s arethevs : 06/01/203.3a by MSC Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions (Drawings shownnot intof ft-inscale-sixteenths) FailureDamage or to FollowPersonal CouldInjCauseuryProperty 4 offsets are indicated. I MI. Dimensions are in ft-in-sixteenths. iim4b6„ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS O_7/T�„ 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 1,,,_ 11L\111111Ilip may require bracing,or alternative Tor I pbracing should be considered. III�� , O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ ng c�-e cea C5-6 4. designer,erection Provide copies of tsupervisohis truss rsproperty ownign to the erand plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication, PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that • • SYP represents values as published specified. fr Indicated by symbol shown and/or by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 Mitek®Alt Rights Reserved approval of an engineer. 'MM.' reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM MN I.F.---40 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal1111 project engineer before use. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. s Tekt BCSI: Building Component Safety Information, �■r 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ■ ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate RRR Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 3T-0 1 • R g !I 7 1V-9" (.1 .-- a w 7 : 7— r 1 —r J1 - J1 I, , , , \ , CJ2 J2 _ J3 _. \\* CJ3 J4 , , 111, CJ4 r? • • , MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). V $ ‘4, N., liIS rii.:3 1, ,,÷1,GiiIii,,C 1 ii ,,lb-0,,:,.._ O ..- `i.4 ,.0.4,• - � n 0/4113 6/471/ - e i IR S 61301 1 a IIIIII II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 1996 at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.Bft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 7-01 7-01 complete specifications. T T T HM-4x4 3 0 12 12 14.00 —/7 111111111 14.00 M-3x4 � M-3x4 Ali IIIL, 0 o� OA -/o 0 0 , y y 0-10 14-02 JOB NAME : POLYGON PLAN 3A NH - AlRoF�s Scale: 0,3098 rc �yy(p� Q WARNINGS: GENERAL NOTES,unless otherwise noted: kr coJ V l��f /�/ /-Y-S7 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual t. 0 92 0.P E t� and Warnings before construction commences. building component.Applicability of design parameters and proper /�'/" Truss: Al 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibiNty of the building designer. 3.Additional temporary blaring to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�„/',�r ✓� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� OREGON <(/ SEQ. : 6049749 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� it rio\�' /.. design loads be applied to any component. and are for"dry condition"of use. Q -7 1 4 `�^' TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes foil bearing at all supports shown.Shim or wedge if d7 necessary. [fib V fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. �rl R It. 6.This design is furnished subject to the Nmtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 IIII VIII I I I VIII 11111 11111 III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. Di 9.Digits indicate size of platete In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 fdlTek) EXPIRES:12/31/2015 IIIA I VIII This design prepared from computer input by 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -26) 80 1-7=(-100) 365 1.2=(-634) 160 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2-3=(-521) 200 7-6=) -60) 308 3.7=(-193) 231 WEBS: 2x4 KDDF STAND; 3.4=(-433) 255 7.4=(-255) 413 2x6 KDDF #2 A LOADING 4.5=(-448) 261 7-5=(-228) 246 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=1-580) 193 IC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -75/ 585V -216/ 217H 5.50" 0.94 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11.0" -84/ 584V 0/ OH 5.50" 0.93 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-10 7-01 MAX LL DEFL = -0.014" @ 3'- 2.7" Allowed = 0.650" MAX TL CREEP DEFL = -0.028' @ 3'- 2.7" Allowed = 0.867" 1-05-09 1-10-07 3-06 3-06 3-07 MAX HORIZ. LL DEFL = 0.004" @ 13'- 5.5' 4' T 1' T T 4' MAX HORIZ. TL DEFL = 0.005' @ 13'- 5.5" 12 12 M-4x6 NOTE:Design assumes moisture content does 14.00 74.0" N 14.00 not exceed 19% at time of manufacture. 4 Design conforms to main windforce-resisting A system and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Ailli\i, Ndo,, O„,- O C� ate, ea s� O p 1** 7 ''6 M-3x8 M-3x8 M-3x4 0 ) > ) 6-10 7-01 y ) 13-11 JOB NAME : POLYGON PLAN 3A NH - A2 Scale: 0.2795 �5'��` 0 PR F6�" WARNINGS: GENERAL NOTES,unless otherwise noted: OPE .7 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual CC' 7-921,OPE r Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ++�,'�✓ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilty of the building designer. 3.Additional temporary bracing to Ensure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��» DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i� ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -'. DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f. 4.Na load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON Ix ^W L/ %t oA .. design loads be applied to any component. and are for"dry condition"of use. /ti _7 1 a Z � TRANS I D: 407427 SEQ. : 6049750 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment,5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 'y resign ass 't ''R 1 t� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II 111111111110111111111111 IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111(IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-00 GIRDER SUPPORTING 39-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5618) 1256 1- 6=(-748) 3158 1- 2=(-5618) 1256 4- 8=( -606) 2842 BC: 2x6 KODF 91&BTA 2- 3=(-3656) 934 6- 7=(-742) 3136 6- 2=( -580) 2708 4- 5=(-5648) 1264 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3658) 934 7- 8=(-696) 3320 2- 7=(-1350) 432 2x4 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5648) 1264 8- 5=(-700) 3342 7- 3=(-1346) 5224 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.0" V 7- 4=(-1656) 500 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 471.9)+DL( 340.9)= 812.8 PLF 0'- 0.0" TO 13'- 11.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1382/ 6101V -217/ 218H 5.50" 9.76 KDDF ( 625) Connector plate prefix designators: 13'- 11.0" -1377/ 6101V 0/ OH 5.50" 9.76 KDDF ( 625) Cnnect,CN, 8,CN18 (or no prefix) CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) ( 2 ) complete trusses required.r)i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with t6d Common nails staggered at MAX LL DEFL = -0.039" 9 6'- 10.0" Allowed = 0.650" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.078' 9 6'- 10.0' Allowed = 0.867" 7' oc in 2 rows) throughout 2x6 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.010' @ 13'- 5.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 5.5" 6-10 7-01 NOTE:Design assumes moisture content does '1 1' .1 not exceed 19% at time of manufacture. I 3-07-08 3-02-08 3-02-08 3-10-08 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Trinuss thedplaneed offor thetrusswind oads only. 1212 14.00 14.00 VM-4x12 -4x12AIdh . M-1.5x4 0.1 � o� ** �W �•v im® nimin 1M-3x10 M-3x8 M-7x8 M-3x8 M-4x10 -5 0 y y 1, y y 3-05-12 3-04-04 3-04-04 3-08-12 y y 13-11 Scale: 0.2495 \�� PROF 6:6, JOB NAME : POLYGON PLAN 3A NH - A3 (r/y' WARNINGS: GENERAL NOTES,unless otherwise noted: ��9 ��CJC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t =9 s f L 1" Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper iiiirI 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at } ate. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y J �e +�11�"'" Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall C. . DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `'�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 40 SEQ. : 6049751 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ 4v �N design loads be applied to any component and are for"dry condition"of use. ,� -7 1 4 „ �,"�+ TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes bili bearing at all supports shown.Shim or wedge if 1 �y necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ryjTR F1}4.`*+', ti• V 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII I I I III I VIII II II III IIIITPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size offplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) EXPIRED-12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-449) 490 4-5=(-584) 647 4.1=(-407) 395 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C, 2.3=( 0) 0 1.5=(-493) 490 WEBS: 2x4 KDDF STAND; 5.2=(-503) 451 2x4 KDDF N1&BTA A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'. 0.0" -68/ 387V -233/ 334H 5.50' 0.62 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 4.7" 269/ 404V 0/ OH 5.50" 0.65 KDDF ( 625) i C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.528' @ 3'- 0.5" Allowed = 0.568' i BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.465" @ 3'- 1.3" Allowed = 0.852" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-01 0-03-12 MAX HORIZ, LL DEFL = 0.005" @ 5'- 11.2"r MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2° NOTE:Design assumes moisture content does M-1.5x4 3 -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 14.00 v ,i A o 441 0) M-3x4 e U 0 M 0 N t M-1.5x4 M-3x4 I )- 6-04-12 JOB NAME : POLYGON PLAN 3A NH - B2 Scale: 0.3120 - ,�� pRoxY1/4fi' �/0 r1 WARNINGS: GENERAL NOTES,unless otherwise noted: k B2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 . 92$a PE t'- Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Aller 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at a��11Ir DES" BY; LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by Iwa"'- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� A,OREGON SEQ. : 6049752 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- '1J .\ A.. design loads be applied to any component and are for"dry condition"of use. A ? 1 4 2�` A^ TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If cl \i" fabrication,handling,shipment and installation of components. necessary. 41' '` IL{ 7.Passumes adequate one both drainage Is f truss, C(^� t. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center Illill IIII III IIII 10 IIII VIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITet EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 124 5-6=(-615) 671 5.2=(-461) 413 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-489) 516 2.6=(-519) 523 WEBS: 2x4 KDDF STAND; 3-4=( -20) 9 6-3=(-523) 482 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 421V -254/ 367H 5.50" 0.67 KOOF ( 625) OVERHANGS: 10.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 4.7' 292/ 415V 0/ OH 5.50" 0.66 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10,0" Allowed = 0.111" M,M2OHS,MI8HS,M16 = MiTek MT series MAX TC PANEL LL DEFL = 0.519' @ 3'- 0.5" Allowed = 0.568" MAX TC PANEL TL DEFL = -0.458" @ 3'- 1.3" Allowed = 0.852" 6-01 0-03-12 MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" T MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2" 12 M-1.5x4 4 -/ NOTE:Design assumes moisture content does 14.00 V not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v A o of NI-3,0i co N 1 11` ov 1 eta f- 5-_- ._""6 M-1.5x4 M-3x4 1, ), ), 0-10 6-04-12 ��' 0 PR0rE. JOB NAME : POLYGON PLAN 3A NH - B1 Sale: 0.2979 �os N(�(/JJ so WARNINGS: GENERAL NOTES,unless otherwise noted: 4.+ f ! �( �-f! 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t. =92 i•1 P E r Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper ^/ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibilty of the building designer. , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaltlC). �, DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}7 (JREC,lON <C/ SEQ. : 6049753 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� design loads be applied to any component. and are for"dry condition"of use. '(4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �y fabdcatlon,handling, necessary. MSR 1:41 V shipment and Installation of components. 7.Design assumes adequate drainage Is provided. +l L• 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint aIn lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./Con1pUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITel EXPI RES:12/31/201.55 IIIII IIIIIIl This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 95 2.14= 2x6 KDDF #1&BTR T2, T3 ( (•1370) 4921 13- 3=( 0) 314 BC: 2x6 KDDF SS 3-2- 3=(-5934) 1756 15.15=(-1373) 4918 3-15=( -376) 277 LOADING 4=(-5598) 1909 15.16=(-1952) 5858 15- 4=1 -448) 1733 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 16-17=(-2061) 6145 15- 6=(-1751) 843 2x4 DF STAND A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0,0" V 4- 6=(-4772) 1691 17-18=(-1952) 5858 6.16=( -54) 609 TC UNIF LL( 100.0)+DL( 28.0)= 128,0 PLF 12'- 0.0" TO 31'- 0.0" V 6- 7=(-5999) 2204 18.19=(-1373) 4918 16- 7=( -320) 249 TC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0" TO 43'- 0.0" V 7- 8=(-5999) 2204 19.12=(-1370) 4921 7.17=( -320) 249 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 0.0" V 8.10=(-4772) 1691 17- 8=( -54) 609 9-10=( 0) 0 8.18=(-1751) 843 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10.11=(-5598) 1909 10.18=( -448) 1733 I NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 500,0)+OL( 140.0)= 640.0 LBS @ 31'- 0.0" 11-12=(•5934) 1756 18.11=( -377) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=( 0) 95 11-19=( 0) 314 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0' 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -1035/ 3674V -167/ 167H 5.50" 5.88 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 43'- 0.0" -1035/ 3674V 0/ OH 5.50" 5.88 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.016" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.303" @ 21'- 6.0" Allowed = 2.104" MAX TL CREEP DEFL = -0.601" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 44'- 8.0' Allowed = 0.222° MAX HORIZ. LL DEFL = 0.106" @ 42'- 6.5' MAX HORIZ. TL DEFL = 0.175" @ 42'- 6.5" 0-06-11 0-06-11 NOTE:Design assumes moisture content does 1ff 'ff not exceed 19% at time of manufacture. 11-11-11 19-00-10 11-11-11 Design conforms to main windforce•resisting T system and components and cladding criteria. 5-11-14 5-05-02 4-05-13 5-00-08 5-00-08 4-05-13 5-05-02 5-11-14 T 12 T f640# 1' ' T 640# T I Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-7x8(S) load duration factor=1.6, M•5x10 =M-4x4 M-5x10 Q 7,00 6 0.25" -M•4x4 Truss designed for wind loads 8 sr, in the plane of the truss only. M-3x4 M-3x4 o M 4x1Kll4M ,O M-4x12 0 ,;, 1 ' (7T 0.25" 0.25' M-3x10 M-1.5x4\ \ 0 =M-8x8(S) =M-8x8(S) y y y y y y y y y , 5-10-02 5-05-02 6-10-07 6-08-11 6-10-07 5-05-02 5-10-02 , , 1-08 43-00 1-08 JOB NAME : POLYGON PLAN 3A NH - Cl , ` ��,�pIN �q�,,Ss, Scale: 0.1509 Cys {S1/ u7. �� WARNINGS: GENERAL NOTES,unless otherwise noted: t tl 7d Cl1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' 'T.92®1 tD E r Truss: C and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibidty of the building designee 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their leng9th by �' " continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „..O DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (�' L+ �1 6049754 A t�7 .1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON S E Q" : 6049754 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment,, �j ON .4-i'.�� TRANS I D: 407427 design loads be applied to any component end are for"dry condition"of use. / q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 14 fabrication,handling,shipment and Installation of components. necessary. /1Fl`L`. 7.Design assumes adequate drainage is provided. •1�"17 !6.This design Is furnished subject to the Nrritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II IIIII IIIII IIIII IIII IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Nnes. 9.Digits indicate size of plate In Inches. MiTek USA,InC./CompuTruS Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-131 t,ESR-1988(MiTek) EXPIRES:12/32015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-14=(-824) 2487 3-14=(-142) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1109 14.15=(-691) 2324 14- 4=( -38) 317 WEBS: 2x4 KDDF STAND; 3- 4=(-2725) 1105 15-16=(-529) 2175 4-15=(-468) 356 2x4 DF STAND A LOADING 4- 5=(-2275) 1040 16-17=(-529) 2175 15- 5=(-300) 814 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-728) 2189 15- 7=(-457) 187 TC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1921) 990 18-12=(-860) 2344 16- 7=( 0) 298 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1921) 990 7-17=(-457) 187 8- 9=( 0) 0 9.17=(-300) 814 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1040 17.10=(-468) 356 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2726) 1105 10-18=( -38) 317 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2898) 1109 18.11=(-142) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 95 THE BOTTOM'CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 20.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -315/ 1996V -225/ 225H 5.50" 3.19 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 43'- 0.0" -315/ 1996V 0/ OH 5.50" 3.19 KDDF ( 625) JT 2, 12: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017' @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.152" @ 21'- 6.0" Allowed = 2.104" MAX TL CREEP DEFL = -0.304" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 44'- 8.0" Allowed = 0.222" 0-04-15 0-04-15 MAX HORIZ. LL DEFL = 0.074" @ 42'- 6.5" 1f 147r MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" 15-11-11 11-00-10 15-11-11 NOTE:Design assumes moisture content does 5-03-04 5-00 5-03-08 5-06-05 5-06-05 5-03-08 5-00 5-03-04 not exceed 1996 at time of manufacture. T '' 1' TT '' TT 1' '' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 V M-4x6 6 M-3x8 a M-4x6 -J7,00 M-5X6(5) r 7 ► Wind: �All40 mHeights),3Enclosed,4Catg20LExp.B ASCMWFRS)Iir), ..+ load duration factor=1.6, M-5x6(S) Truss designed for wind loads iiiiiits 0.25" 0.25" in the plane of the truss only. 0 # M-1.5x4 4\ ,M-1.5x4 1 o I o /o ..- 2, 14 1 16 T �� 18 4%..1 3 o o M-3x8 M-3x4 0.25" M-1"5x4 0.25' M 3x4 M-3x8 0 M-5x8(S) M-5x8(S) I I I I I I I y y 7-11 7-05-15 6-01 6-01 7-05-15 7-11 1 1 1-08 - 43-00 1-08 �� to PR p4-6,, JOB NAME : POLYGON PLAN 3A NH C2 Scale: 0.1533 ' -7/1// i2 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 t-.r f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 >92 0 0 r c. I- T r u S S: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper '. 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibilty of the building designer. 3.Additional temporary bracing to Insure stadity during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracingof o.c.and at 10'o.c,respectively unless braced throughout their length by r , laa•� po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L OREGON �/, CC 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1' in ^V SEQ. : 6049755 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /ry ... 4 An design loads be applied to any component. and are for"dry condition"of use. V D tyT' TRANS I D: 407427 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if !i P necessary. L^'R Hii '' 4+ fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. C r'7 i� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIMlTCA in BCSI,copies of which willbe furnished upon request lines coincide with jointplate center lines. 9.DigitsIndicate nicdtsize of platetein inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES;12/31/2015 11111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2.14=(-1107) 2500 3-14=(-125) 178 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-2898) 1470 14.15=( •995) 2338 14- 4=( -31) 317 WEBS: 2x4 KDDF STAND 3- 4=(-2739) 1466 15-16=) -998) 2179 4-15=(-468) 276 LOADING 4- 5=(-2289) 1417 16-17=( -998) 2179 15- 5=(-406) 830 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-1033) 2189 15- 7=(•477) 333 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-1934) 1287 18-12=(•1160) 2344 16- 7=( 0) 298 TOTAL LOAD = 42.0 PSF 7- 9=(-1934) 1287 7.17=(-477) 333 8- 9=( 0) 0 9-17=(•406) 830 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2289) 1417 17.10=(-469) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2740) 1466 10-18=( -31) 317 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2898) 1469 18.11=(-125) 178 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 95 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M•1.5o4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" 468/ 1996V 228/ 228H 5.50" 3.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 0.0" -469/ 1996V 0/ OH 5.50" 3.19 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series JT 2, 12: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.204° @ 27'- 2.3" Allowed = 2,104° MAX TL CREEP DEFL = -0.304' @ 21'- 6.0" Allowed = 2.806' MAX LL DEFL = -0.017' @ 44'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ 44'- 8.0" Allowed = 0.222" - MAX HORIZ. LL DEFL = -0.084" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" 19-11-11 3-00-10 19-11-11 NOTE:Design assumes moisture content does '( 5-03.04 � 5-00 � 5-03-08 � 4-00-08 �,� 1C10-��4-00-OB � 5-03-08 � 5-00 � 5-03-04 � not exceed 19% at time of manufacture. 1-•10-112 g Design conforms to main windforce•resisting 12 12 system and components and cladding criteria. 7.00 / -",17.00 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, M-4x6 M-4X6 M-3x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lad M-5x6(S) 7 v M-5x6(S) Trussduratioedfforwind o6loads in the plane of the truss only. 0.25" 0.25" qt �o M-1.5x4 + + M-1.5x4 i o cpti o 1 2� 14 15 1 16 1 17 18 .,1 3 0 o M-3x8 M-3x4 0.25" M-1.5x4 0.25' M-3x4 M-3x8 0 M-51 y 8(5) M-518(5) y y y y , , 7-11 7-05-15 6-01 6-01 7-05-15 7-11 ,, ,, 1-08 43-00 1-08 e. JOB NAME : POLYGON PLAN 3A NH - C3 Scale: 0.1407 ��'� �D PR ,r �s/� 7'' WARNINGS: GENERAL NOTES,unless otherwise noted 4444✓C7 �t 41!1 "57 �+�] 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual 92 0 0 r L 1;,,. Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) +c. ! tS. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown+0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (OREGON SEQ. : 6049756 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, j."./ Aj \tr eC, TRANS I D: 407427 design loads be applied to any component. 6.Desiand gn assumre for es fulldbearin of all supports 'V �� 14 � S 5.CompuTrus has no control over and assumes no responsibility for the g g pports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. R i t- 6.This design is furnished subject to the!irritations set forth 7.Design assumes adequate drainage is provided. 4 IIIIII II II VIII III I II I IIII VIII III IIII g by 8 Plates shall be located on both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,InC./COnlpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31t201. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ODE H1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=(-12806) 2744 1.10=(-2196) 10580 10- 2=(-1340) 5912 14- 7=(-438) 294 BC: 2x4 KDDF N1&BTR; SPACED 24.0" O.C. 2- 3=( -6774) 1374 10-11=(-2092) 10118 2.11=(-4860) 1190 7.15=( 0) 302 208 KDDF H1&BTR B1 3- 4=( -4012) 820 11-12=(-1016) 5698 11. 3=( -522) 2698 WEBS: 204 KDDF STAND; LOADING 4- 5=( -2656) 814 12-13=( -436) 3336 3.12=(-2796) 688 2x4 OF STAND A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -2658) 792 13.14=( -424) 2662 12- 4=( -286) 1690 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10,0 PSF 6- 7=( -3204) 878 14.15=( -662) 3028 4-13=(-1854) 498 TOTAL LOAD = 42.0 PSF 7- 8=( -3704) 924 15- 8=( -660) 3030 13- 5=( -482) 2182 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 94 13- 6=( -836) 518 BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 6-14=( -78) 464 ADDL: BC CONC LL+DL= 585.0 LBS @ 2'- 0.0" OVERHANGS: 0.0" 20.0" ADDL: BC CONE LL+DL= 6101.0 LBS @ 3'- 3.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -1732/ 8066V -304/ 293H 5.50" 12.90 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 43'- 0.0" -446/ 2428V 0/ OH 5.50" 3.89 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. JT 1: Heel to plate corner = 2.50" ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacina.l Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.108' @ 14'- 4.2" Allowed = 2.104" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.332" @ 14'- 4.2" Allowed = 2.806" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.004' @ 44'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.005' @ 44'- 8.0" Allowed = 0.222" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.039" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.100" @ 42'- 6.5" 21-06 NOTE:Design assumes moisture content does T 21 06 1. 1' not exceed 19% at time of manufacture. 3-05-12 4-01-15 7-00 6-10-04 7-00-05 7-00-05 7-05-06 Design conforms to main win dforce-resisting ,( 1' T 1 T 1 1 1' system and components and cladding criteria. 12 12 7.007- M-4x6 '-,J7.00 Wind: 140 mph, ht, ,2,BCDL=60, ASCE 7-10, (All Heights), Enclosed, Cat.2, ExpB, MWFRSDir) 4.0" load duration factor=l.6, 5 .hf Truss designed for wind loads M-5x6(S) -4%%, \ M-5x6(S) in the plane of the truss only. 0.25" 0.25" ;o. o� +F M-3x6 M-3x4 M-3x10 o M-4x12 1 11141114444!-- .N4444:1-444414444%- 400.7"." c> rn 1 ^� 10 t-'f 2 7( 13 ,i4 16 "(r% 0 C. M-4x12 d.25" b.25" M-3x8 0.25" M-1.5x4 M-3x6 C. 11r581,;# :HM-10x10(S) M-5x6(S) M-5x6(S) 101# 3-03 4-01-03 7-00 7-01-12 7-03-13 6-10-09 7-03-10 y y 43-00 1-08 ��v,tD PRO4 S«S JOB NAME : POLYGON PLAN 3A NH C4 GIRD Scale: 0,1388 t, 4 GENERAL NOTES,unless otherwise noted: 4 Triot. /-v1. WARNiNeS: Ct' T.920•PE 1- Truss: -" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndNidual and Warnings before construction commences. building component.Applicability of design parameters and proper ,y T r u s S: C4 GIRD incorporaaon of component is the responsibility of the budding designer. / iF�. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at r 3.Additional temporary bracing to Insure stability during construction y o.c,and at 10'o.c.respectively unless braced throughout their le th by /. R; DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). (� DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7L �'CaREGON�>h �f, SEQ. : 6049757 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. W fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. /0 14 "� TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Decease assumes full bearing at all supports shown.Shim or wedge if p fabrication,handling,shipment and Installation of components. ryR R`L... p P 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII I III VIII VIII VIII IIII IIIITPI/VJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. v MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 • 111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 95 9-10=(-181) 1564 1. 9=( -96) 75 5.13=(-128) 612 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1827) 467 10-11=(-203) 1780 9. 2=(-2070) 419 13- 6=(-303) 234 WEBS: 2x4 KDDF STAND 3. 4=(-1877) 566 11.12=(-153) 1418 2.10=( 0) 482 LOADING 4- 5=(-2009) 580 12-13=(-226) 1843 10- 3=( -296) 107 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2596) 595 13- 7=(-361) 2200 3-11=( -383) 293 BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2725) 514 11- 4=( -181) 753 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 14-12=( -724)11087 087 OVERHANGS: 0.0" 20.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -255/ 1699V -343/ 290H 5.50" 2.72 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 39'- 9.0" -339/ 1873V 0/ OH 5.50" 3.00 KDOF ( 625) JT 7: Heel to plate corner = 2.50" 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 = -0.120" @ 25'- 4.8' Allowed = 1.942" MAX TL CREEP DEFL = -0.232" @ 25'- 4.8" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 41'- 5.0' Allowed = 0.222" MAX HORIZ. LL DEFL = 0.055' @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.087' @ 39'- 3.5" 18-03 21-06 f f NOTE:Design assumes moisture content does 4-01-03 7-00-14 7-00-14 7-00-14 7-00-14 7-04-03 not exceed 19% at time of manufacture. f '1 ' 1' ' 1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 V M-4x6 Q 7.00 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 44( load duration factor=1.6, Truss designed for wind loads M-5X8(S) in the plane of the truss only. 51 4 Aiii...' 2fI/1k15x 4 M-1.5x4 01,A o/- c., ,_ _' N� 9M**-3x6 M-3x4 110.25" 0.251' M 3x4 M-3x6 ,7 • 0 M-5x6(S) M-5x6(S) 1, y y 1, y y Y 5-06-03 8-05-14 8-05-14 8-05-14 8-09-03 y y 39-09 1-08 _co` PROP? 5' JOB NAME : POLYGON PLAN 3A NH - C5 Scale, 0.1507 ,< N i ' 411 � WARNINGS: GENERAL NOTES,unless otherwise noted: kr rrr�� "57`° 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual4 . 9G 04 PLc Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper lfj 2.2x4 compression.web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,,d'- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by i�Is is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `+ L+ SE /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON b `V SE Q. : 6049758 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4* 'if N �C,, design loads be applied to any component. and are for"dry conditlan'of use. A }' 14 Q �^- TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i.e, ,i‘,.., handling, necessary. feR R I` V shipment and installation of components. 7, ecassumes adequate drainage Is provided. C r'1 L 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III)IIIIII III III IIII VIII III IIIITPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 11E IH II) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 618 12.13=(-180) 254 12- 1=(-1606) 573 17- 9=(-136) 131 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1865) 771 13.14=(-424) 1643 1-13=) -489) 1574 WEBS: 2x4 KDDF STAND 3. 4=( 0) 0 14.15=(-538) 1865 13- 2=( -423) 254 LOADING 3. 5=(-1520) 706 15.16=(-538) 1865 2.14=( -98) 107 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1722) 757 16.17=(-559) 1993 14- 3=( -169) 612 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17.10=(-643) 2163 14- 5=( -647) 258 TOTAL LOAD = 42.0 PSF 7- 8=(-2045) 829 15- 5=( 0) 316 8. 9=(-2509) 831 5-16=) -318) 175 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2678) 828 7-16=( -189) 706 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 95 16- 8=( -484) 170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0' -393/ 1656V -261/ 207H 5.50" 2.65 KDDF ( 625) vertical members (uon). 39'- 9.0' -458/ 1879V 0/ OH 5.50" 3.01 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.116" @ 23'- 11.3" Allowed = 1.942" MAX TL CREEP DEFL = -0.216" @ 23'- 11.3" Allowed = 2.589" JT 10: Heel to plate corner = 2.50" MAX LL DEFL = -0.017' @ 41'- 5.0" Allowed = 0.167° MAX TL CREEP DEFL = -0.021• @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.049" @ 39'- 3.5" 16-08-11 3-00-05 20-00 MAX HORIZ. TL DEFL = 0.081" @ 39'- 3.5" T 1' '( 1 NOTE:Design assumes moisture content does 6-03-10 6-00-02 4-00-08 T 1,10-12 4-05-04 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. 4 1-0..1iM-4x4+ Design conforms to main windforce-resisting M 3x4+ system and components and cladding criteria. M-4x6 I M-4x6 Wind: 140 mph, h=25,1ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 12 '®I` 7 (All Heights),nEnclosed, Cat.2, Exp.B, MWFAS(Dir)r ,1'i load duration factor=l. , 7,001/ - Truss designed for wind loads in the plane of the truss only. M-5x6(S) 12 M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 0'25° Q 7.00 oc ,M-1.5x4 M-3x6 N`! cp N� L'. i9A PIC T11 mv- ,a., 12** 13 1 15 �)6 17 11 1 O M-1.5x4 M-3x8 $ 25 M-1.5x4 0.25 M-3x4 M-3x6 0 M-5x8(S) M-5x8(S) > y ,1 y 1, y y 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 y y ) 39-09 1-08 to PR JOB NAME : POLYGON PLAN 3A NH - C6Scale: 0.1689 ` . x'`/yy�r/jy' /0 iutr 4' WARNINGS: GENERAL NOTES,unless otherwise noted: 4F4 "e�' � 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individualt. ;: 0 P c-L- f". Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0111" / Po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I- DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /!'�", 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}r OREGON W SEQ. : 6049759 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 44ir QUA design loads be applied to any component. and are for"dry condition"of use. 4 -7" 14, 6- N.% TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �y necessary. 4R}SV fabrication,handling,shipment and installation of components. 7. necessary. assumes adequate drainage is provided. 1- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111101111111111 TPI/W1-CA in BCSI,copies of which will be furnished upon request. Digit coincide with joint anr tines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 110111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 513 12-13=(-179) 253 12- 1=(-1606) 485 17- 9=(-142) 138 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1865) 636 13.14=(-330) 1619 1.13=( -393) 1574 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 14.15=(-409) 1833 13- 2=( -423) 220 LOADING 3- 5=(-1519) 599 15-16=(-409) 1833 2.14=( -131) 115 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1742) 671 16.17=(-476) 1993 14- 3=( -176) 611 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP' 6- 7=( 0) 0 17.10=(•565) 2163 14- 5=( -651) 238 TOTAL LOAD = 42.0 PSF 7- 8=(-2069) 730 15- 5=( 0) 316 8- 9=(-2531) 737 5-16=( -298) 103 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2685) 735 7-16=( -130) 691 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 95 16- 8=( -482) 176 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8.17=( 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved lens LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9 P p 0'- 0.0" -310/ 1656V -261/ 207H 5.50" 2.65 KDDF ( 625) Connector plate prefix designators: 39'- 9.0" -409/ 1879V 0/ OH 5.50' 3.01 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] JT 10: Heel to plate corner = 2.50" VERTICAL DEFLECTION LIMITS: LLcL/240, TL=L/180 MAX LL DEFL = 0.111" @ 23'- 11.3' Allowed = 1.942" MAX TL CREEP DEFL = -0.216" @ 23'• 11.3' Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.048" @ 39'- 3.5' 12-08-11 7-00-05 20-00 MAX HORIZ. TL DEFL = 0.080" @ 39'- 3.5" 1' T T '1 NOTE:Design assumes moisture content does 6-03-10 6-00-02 0-04-15 5-06-05 T-0 T 4-05-04 5-03-08 5-00 5-03-04 not exceed 199s at time of manufacture. 12 M-1.5x4+ 6 HM-4x4+ 12 Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 Q 7.00 M-3x4+ Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 4 M-3x8 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ... 8 Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 0.25" oc -1.5x4 \41, M-3x6 + 0 4 o 0 N,,_ 12** 13 A14 1 15� (6 17 11 1 0 M-1.5x4 M-3x8 (.25° M-1.5x4 0.25' M-3x4 M-3x6 O M-5x8(S) M-5x8(S) ), y y ), y 1, J., 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 y * 39-09 1-08 .,_, ,c) PRO4 JOB NAME : POLYGON PLAN 3A NH - C7 N6' `psi Scale: 0.1689 o� `r4!! WARNINGS: GENERAL NOTES,unless otherwise noted: (] r "5r,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 7✓2...P G TI"uss. C7 and Warnings before construction commences. building component.Applicability of design parameters and proper Allis ' 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ;+" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by } �/ • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,"- " - DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC�`" 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}'r '•x,/ SEQ. : 6049760 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L/ "34 Q,\ X...design loads be applied to any component. and are for"dry condition"of use. t,/ }'' 1.4 ,.. �}'•�- TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes foil bearing u all supports shown.Shim or wedge if �y fabrication,handling,shipment and installation of components. necessary. V ill7.Design assumes adequate drainage is provided. r�{i t 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I II VIII I III it II IIII III IIII IIIITPINYiCA in BCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF If1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF #I&BTR SPACED 24.0° O.C. 2- 3=(-2340) 553 9.10=(-229) 1924 9- 3=( -37) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1694) 504 10.11=(-241) 1804 3-10=(-724) 284 LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4c(-312) 1292 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5.11=( -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11- 6=(-257) 209 OVERHANGS: 0.0" 20.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) CnnectB,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -258/ 1669V -284/ 273H 5.50" 2.67 KDDF ( 625) M,M20HS,M18HS,(or = MiTekprMT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 'on spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123" @ 19'- 9.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.250" @ 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098' @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does 1' '' "( not exceed 19% at time of manufacture. T 6-06-10 6 06 05 6-08-01 6 08 01 6-06-05 6 09 10 f ff T f , Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 7.00 17. M-4x6 'j 7.00 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 \ Truss designed for wind loads in the plane of the truss only. M-5x6(5) 3.1 M-5x6(S) 0.25" 0.25" +a ...,/ //.i/t M-1.5x4 )pp:M-1.5x4 co ,,s\\ ."1" +. M-5x6 0 0 o **5, in1 1 9 lb- '( 11 l'r 7\: o o M-3x4 0.25" M-3x4 M-3x61 o M-5x8(S) y y y y y 9-10-10 9-10-06 9-10-06 10-01-10 y y y 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C8 O PN ty Scale: 0.1549 S1 (q':,. ��/ t 0' WARNINGS: GENERAL NOTES,unless otherwise noted: �� !� c- �1,.. C8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ' 0 P E Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper 44/2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure steMBty during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d ° " pcino 9R s rywali�ec>. DATE 9/4/2014 the overall hould era is the responsibility com of the building fte da3.In Impactobridging iors thelateral bracing required where shown++ OREGON �`" rrt 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}7� y� +ti SEQ. : 6049761 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L+� '4,'J �N� AL" design loads be applied to any component. and are for"dry condition"of use. r 1 4 �'"}• TRANS I D: 407427 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �y necessary. A R I L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l II II I III VIII I III illi VIII Illi III I'll TPI WiCA in BCSI copies of which will be furnished upon request. git coincide with joint ate in nche. 9.Digits Indicate size of plate tino inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 00 (II1I 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: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2340) 553 9-10=(-229) 1924 9- 3=( -37) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1694) 504 10-11=(-241) 1804 3-10=(-724) 284 LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5-11=) -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11- 6=(-257) 209 OVERHANGS: 0.0" 20.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -258/ 1669V -284/ 273H 5.50" 2.67 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0' -331/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123" @ 19'- 9.0' Allowed = 1.942" MAX TL CREEP DEFL = -0.250" @ 19'- 9.0" Allowed = 2.589° MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. T 6-06-10 6-06-05 6-08-01 f , ,6-08- 01 6-06-05 6-09-10 f f f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 7.00 / M-4x6 --"--,17.00 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 4 ,(--4' load duration factor=1.6, Truss designed for wind loads M-5x6(S) \1 M-5x6(S) in the plane of the truss only. 0.25" 0.25" /.0/ ..4. /Irlt t* : +IM-1.5x4 M-1.5x4 /\ o M-5x6 0 1** 9 19 1' 11 r : o O M-3x4 8.25" M-3x4 M-3x61 o M-5x8(S) J- J' y J, y y 9-10-10 9-10-06 9-10-06 10-01-10 y y 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C9 � � t� PRQ Scale: 0.1549 \ {) WARNINGS: GENERAL NOTES,unless otherwise noted: h Dpr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . R 72•i l L t' Truss: C9 and warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /° 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + /r� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " � DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "y OREGON 4,,,SEQ. : 6049762 fasteners are complete and at no Owe should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .4A '1,• �1` �Nb` dk. design loads be applied to any component. and are for"dry condition"of use. V i 1 4 2' Q� TRANS I D: 407427 S CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If o. fabrication,handling,shipment end Installation of components. necessary. a [:+ { 7.Design assumes adequate drainage is provided. 4{ `t„ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111 TPINYTCA in BCSI,copies of which will be furnished upon request. git indicate with joint anter lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12,/31/2015 11E IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1.10=(-363) 2159 2.10=(-240) 228 6.14=( 0) 379 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-2350) 575 10.11=(-228) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11-12=( -8) 57 3.11=(-723) 280 7.15=(-172) 1133 LOADING 4- 5=(-2236) 686 13-14=(-366) 2382 11- 4=(-118) 665 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 528 14-15=(-625) 3139 11-13=(-142) 1315 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4-13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12-13=( 0) 68 OVERHANGS: 0.0" 20.0" 8- 9=( 0) 95 13. 5=(-399) 272 LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1669V -282/ 271H 5.50° 2.67 KDDF ( 625) ** For hanger specs. - See approved plans 39'- 9.0" -319/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6" Allowed = 1.942" MAX TL CREEP DEFL = -0.331' @ 25'- 2.6" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" 19-09 20-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" T T T MAX HORIZ. TL DEFL = 0.161" @ 39'- 3.5" 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 T 1' T T T T '1 1' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.00)/ M-4x6 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 'I' Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) �\1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M 1.5x4 Truss designed for wind loads 0.25" in the plane of the truss only. + 0.25" M-1.5x4 ti \,. + +I ,oloo, M-3x6 co M-5x6 T M-4x8 0 n _ :13 1415 A, CD *r 10t 12 o M-3x4 M-5x6 8 0 o M-3x4 b.25" M-1.5x4 0 0 M-5x10(S) M-6x8 **2X WEDGE 3.75 I - W/(2) M-3X4 TYP. 12 .1 y 1, ), ; - 1, 9-09-12 9-09-08 5-06-08 , 6-04-12 5-09 -05-0$ J, , y 25-03-08 12-00 2-05-081-08), 39-09 y1 oa � CO PR0 JOB NAME : POLYGON PLAN 3A NH - C10 5 ,`y�r.�(y�yN�/ f Scale: 0.1458 �C' , f 1 "1// �' WARNINGS: GENERAL NOTES,unless otherwise noted: r - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual (' 7920 OPE 1- Truss: C10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by �.r" � Ps" po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �� J,., SE f� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7 A W SE Q. : 6049763 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. �'`�}' A��'` '� design loads be applied to any component and are for"dry condition"of use. ,� '7 1 4 4,. P 4. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. POW, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ++'l1 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111114111111111111111111 TPINYTCA In SCSI,copies of which will be furnished upon request. Digitsgit coincide with joint pcenterteinches 9.linesindicate size of piste in Inches. c� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 1111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1-10=(-363) 2159 2-10=(-240) 228 6-14=( 0) 379 BC: 204 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-2350) 575 10-11=(-228) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11.12=( -8) 57 3-11=(-723) 280 7-15=(-172) 1133 LOADING 4- 5=(-2236) 686 13-14=(-366) 2382 11- 4=(-118) 665 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 528 14-15=(-625) 3139 11-13=(-142) 1315 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4.13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12.13=( 0) 68 OVERHANGS: 0.0" 20.0" 8- 9=( 0) 95 13- 5=(-399) 272 LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1669V -282/ 271H 5.50' 2.67 KDDF ( 625) 39'- 9.0" -319/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6" Allowed = 1.942" MAX TL CREEP DEFL = -0.331" @ 25'- 2.6" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 41'- 5.0" Allowed = 0.222" 19-09 20-00 MAX HORIZ. LL DEFL = 0.097' @ 39'- 3.5" 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 MAX HORIZ. TL DEFL = 0.161" @ 39'- 3.5' T 1' T '1 T T T 1' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.00[ = M-4x6 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 ,( Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) \ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x4 Truss designed for wind loads 0"25" in the plane of the truss only. .25" •/4o/iorAt• k M-5x6(S) M-1.5x4 4 M-3x6 9D l M-5x6 ��I' M-4x8 ..1, 10 1 1213 o M 3x4 15 f„, ` 6 0 o o o M-3x4 ^)4.25" M-1.5x4 O M-5x6 0 M-5x10(S) M-6x8 **W�(2)DMEG3X4 TYP. 3.75 . 12 Jr 1, J, ), 1, ), ) y 9-09-12 9-09-08 5-06-08 , 6-04-12 5-09 -05-08 , 8 y 25-03-08 12-00 2-05-081-08,, 39-09 1-08 re JOB NAME : POLYGON PLAN 3A NH - D4 Scale: 0.1458 , �� OR�� ` ,'``�I 11/ , WARNINGS: GENERAL NOTES,unless otherwise noted: r11 - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .9n rrr��7, P E r Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown o. Incorporation of component is the responsibmty of the building designer. ,,✓ 3.Additional temporary bracing to insure steMity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c,and at 10'o.c.respectively unless braced throughout their length by Lam" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d (g MAW,- the overall structure is the responsibility of the buildingdesi ner. g(r ) ryweli(BC). DATE: 9/4/2014 p ty 9 3.2x Impact bridging or lateral bracing required where shown++ i. 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. IF A_OREGON 14! SEQL f -y� Nb` A. design loads be applied to any component and are for"dry condition"of use. k 2,Q +}- TRANS I D: 407427 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V iyP cessary. fabrication,handling,shipment and installation of components. Design 'R RIO-- V 7.Design assumes adequateodrainage is provided. L 6.This design is furnished subject to the kr-Mations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 II H VIII VIII Eli VIII Ill Ill I'll TPINVTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. �y MiTek USA,Inc./CornpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 Ilk III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-11=) -723) 2220 3-11=(-277) 317 15- 8=(-759) 446 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2645) 1052 11-12=( -519) 1854 11. 4=(-148) 595 8-16=(-375) 1140 WEBS: 2x4 KDDF STAND 3- 4=(-2411) 1085 12.13=( -17) 58 4.12=(-746) 494 LOADING 4- 5=(-1716) 927 14-15=( -787) 2401 12- 5=(-264) 680 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2256) 1242 15.16=(-1225) 3159 12.14=(-215) 1329 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2259) 1030 16- 9=(-1363) 3549 5-14=(-678) 1130 TOTAL LOAD = 42.0 PSF 7- 8=(-2872) 1117 13-14=( 0) 68 OVERHANGS: 20.0" 20.0' 8- 9=(-4312) 1661 14- 6=(-399) 454 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 95 14- 7=(-659) 316 Connector plate prefix designators: 7-15=( 0) 380 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -318/ 1870V -289/ 289H 5.50" 2.99 KDDF ( 625) 40'- 0.0° -318/ 1870V 0/ OH 5.50" 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 psi') uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.190' @ 25'- 5.6' Allowed = 1.954' MAX TL CREEP DEFL = -0.339' @ 25'- 5.6" Allowed = 2.606" 20-00 20-00MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ 41'- 8.0' Allowed = 0.222' 7-06-03 5-10-14 6-06-14 5-04-12 6-01.04 5-10-12 2-07-0. MAX HORIZ. LL DEFL = 0.098" @ 39'- 6.5" 1' T T T T T T T MAX HORIZ. TL DEFL = 0.164" @ 39'- 6.5" 12 M-4x6 Q 7.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4.0" 5 ,h( Design conforms to main windforce-resisting ` system and components and cladding criteria. 12 M-5x6(S) t 1 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 D 0 25" load f M-1.5x4 (AllHeights), Eclosed, Cat.2, Exp.B, MWFRS(Dir), -5x6 S Truss designed for wind loads M ,t` ( ) in the plane of the truss only. + 0.25" M-1.5x4 I +I M-3x6 CD _ M-4x8 0 2 s T X14 N- 15 16 : ' rn 0 11 1�I.25" 13 M-6x8 o M-3x4 M-5x6 *9 0 0 o M 3x6 M-3x4 M-5x10(S) M-1.5x4 **2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 y J' y )' y ,1 )' y y 10-00-12 9-09-08 5-06-08 , 6-04-12 5-09 -05-0$ y1-08y 25-06-08 12-00 2-05-0yy8 , 1-08 40-00 1-08 PROTfi. JOB NAME : POLYGON PLAN 3A NH - D3 Scale: 0.1407 ti 'Nil, -, WARNINGS: GENERAL NOTES,unless otherwise noted: `92 PE f' 11 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters end proper .r` 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibly of the building designer. 3.Additional temporary bracing to insure staidly during construction 2. • Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r�rr po ly 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). n /(�r. DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng-required where shown++ ` OREGON �+y 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'll SEQ. : 6049765 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .r design loads be applied to any component. and are for"dry condition"of use. '/Q ".1 1 a 2.. dy4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It AI l3 necessary. 'v/C„`Ft Mt, V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Rnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II IIIII IIIII IIIII IIII IIIII IIII IIII TPI/WTCA in BC51,copies of which will be furnished upon request. git dicawith joint center nche. 9.DigitssIndicate size oplate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IDA III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-15=1-1026) 2239 15- 3=( 0) 223 11-23=( -37) 287 2x6 KDDF N1&BTR T3 SPACED 24.0" 0,C. 2- 3=(-2739) 1391 15.16=(-1028) 2237 3.16=( -312) 191 23.12=(-820) 473 BC: 2x6 KDDF N1&BTR 3. 4=(-2372) 1386 16-17=(-1089) 2305 16- 4=( -423) 852 12.24=(-556) 1228 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-1986) 1253 17.18=(-1158) 2463 16- 5=( -653) 423 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 18.20=( -48) 98 5.17=( -53) 325 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2318) 1470 20-21=( 0) 0 17- 7=( -312) 127 TC LATERAL SUPPORT <= 12°OC. VON. TOTAL LOAD = 42.0 PSF 7. 9=(-2553) 1595 19-22=(-1283) 2557 18- 7=( -183) 195 BC LATERAL SUPPORT <= 12"OC. UON. 8.10=( 0) 0 22.23=(-1248) 2558 18-19=(-1117) 2383 LL = 25 PSF Ground Snow (Pg) 9-10=(-2171) 1350 23.24=(-1710) 3371 7-19=( -182) 187 10.11=(-2583) 1506 24-13=(-1918) 3809 20-19=( 0) 87 NOTE: 2x4 BRACING AT 24"0C VON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3030) 1596 19- 9=( -42) 298 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-4554) 2302 9-22=( -689) 454 13-14=( 0) 95 10.22=( -491) 985 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 22.11=( -471) 264 OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT - MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0' -424/ 1870V -169/ 169H 5.50" 2.99 KDDF ( 625) 40'- 0.0' -424/ 1870V 0/ OH 5.50' 2.99 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Desitin checked for net(-5 psf) uplift at 24 "0c spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 15-11-11 8-00-10 15-11-11 MAX LL DEFL = -0.017' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" '1' T T T MAX LL DEFL = 0.204" @ 24'- 7.3" Allowed = 1.954" 5-05 0-04-08 4-10-12 3-10-03 4-03-14 MAX TL CREEP DEFL = -0.319" @ 24'- 7.3" Allowed = 2.606" T T pr T '1T '' T T MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 5-11-12 3-10 3-10-12 0-04-04 4-03-14 2-09 MAX TL CREEP DEFL = -0.021" @ 41'- 9.0" Allowed = 0.222" T T T TT T 1`f T T T T 11-09-08 11-09-08 MAX HORIZ. LL DEFL = -0.098' @ 39'- 6.5" T T T T MAX HORIZ. TL DEFL = 0.134" @ 39'- 6.5" 12 M-3x: M-3x4 12 NOTE:Design assumes moisture content does 7.00(/ \7.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M 4x6 5 M 3X8 9 0 4x6 M-5x6(S) system and components and cladding criteria. 7 M-5x6(S) r 1:1- lop, Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=1.6, S Truss designed for wind loads ,A in the plane of the truss only. lik M-3x6 2 o A _ ..1 M-3x8 0 u'1 9 se 20 c' 22 23 24 !.. in o r 15 is n to 20 z1 �M-3x8 M-3x4 ( 4 0 O M-3x10 M-1.5x4 0.25" M-3x4 M-6x8 M-7x8 o M-6x8 0 M-7x8(S) M-1.5x4 **2X WEDGE 3.751_ W/(2) M-3X4 TYP. 12 y y ,i iy 0-11,04 , ), , y , , 5-10 5-05 4-03-04 4-01-08 4-11-08 y 3-02-07 4-05-10 4-03-14 6-05-08 y , 1-08, 24-09 ,, y 12-09-08 2-05-081-08 25-06-08 0-09-08 14-05-08 I y 1 l 1-08 40-00 1-08 5c,0PROF JOB NAME : POLYGON PLAN 3A NH - D2 scale, D.,406 �5� ! sfrioYE s�4,9 o WARNINGS: GENERAL NOTES,unless otherwise noted: �f /� c- 4, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4t' =92 44 P E r Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 404110r, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c. astivey unless braced throughout their length by DES. BY: LJ „r'VIII!- Po ty P 9 2x Impact sheathing such lateralpywgoe cured where sown-,drywall(BC). DATE° 9/4/2014 Ntheoadrshll uldbraistedtoanycompibility nfthenulaftelding all iraee 4.In tmpactbodging is tepracingityofthewheretiveco++ OREGON /`' It 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -'� �}_ �t,7 SEQ. : 6049766 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /h-? Q'�''` As. design loads be applied to any component. and are for"dry condition"of use. V i` 14 2,. �� TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. M Design assumes adequate drainage Is provided. RIO- 7. 6.This design Is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII I III I'll VIII I III I II IIIITPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size offplate In Inches. MITekUSA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E 101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 95 2.15=(-1208) 4537 15- 3=( 0) 333 11.23=1 0) 448 2x6 KDDF #1&BTR T2 2- 3=(-5477) 1562 15-16=(-1211) 4534 3.16=( -395) 270 23-12=(-1347) 230 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5115) 1716 16.17=(-1618) 5102 16- 4=( -409) 1586 12-24=( -508) 2413 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 17-18=(-1732) 5404 16- 6=(-1445) 678 2x4 OF 2400F A; TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4352) 1523 18-20=( -56) 173 6.17=( -101) 563 2x4 KDDF #1&BTR B; TC UNIF LL( 100.0)+DL( 28.01= 128.0 PLF 12'- 0.0" TO 28'- 0.0" V 6- 7=(-5127) 1866 20-21=( 0) 0 17- 7=( -535) 238 2x4 KDDF STUD C TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 0.0" TO 40'- 0.0" V 7- 8=(-5651) 2044 19-22=(-1806) 5657 18- 7.1 -421) 326 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0' V 8-10=(-4805) 1657 22-23=(-1456) 5291 18.19=(-1687) 5270 TC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 0 23-24=(-1675) 6627 7-19=( -124) 377 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10-11=(-5607) 1876 24-13=(-1873) 7487 20-19=( 0) 130 IC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 28'- 0.0" 11-12=(-6195) 1825 19- 8=( -59) 507 12-13=(-8925) 2330 8-22=(-1522) 727 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14.( 0) 95 10.22=( -501) 1848 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22-11=( -572) 273 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0" -930/ 3422V -166/ 166H 5.50" 5.48 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -930/ 3422V 0/ OH 5.50' 5.48 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 = -0.016" @ -1'; 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.317" @ 24'- 7.3" Allowed = 1.954" 0-06-14 0-06-14 MAX TL CREEP DEFL = -0.630" @ 24'- 7.3' Allowed = 2.606" f7( ,f-,r MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 11-11-11 16-00-10 11-11-11 MAX TL CREEP DEFL = -0.021" @ 41'- 8.0' Allowed = 0.222" 5-11-12 5-05 3- 03-01 4-03-04 5-03 3-03-05 4 -03-14 4-03-14 2-09 MAX HORIZ. LL DEFL = 0.159" @ 39'- 6.5" T f T� f f 1 f f f 1' MAX HORIZ. TL DEFL = 0.263' @ 39'- 6.5" 11-09-08 64011 j�640M 11-09-08 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 M-4 12 M-ix4 M- x8 M- x4 . M-5x10 12 Design conforms to main windforce-resisting 7.0017 �. b.� .J7 00 system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M- x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 1 load duration factor=1.6, Truss designed for wind loads M-4x8 in the plane of the truss only. o M-4x10 _ -m.�\;18HS-3x18 0 rn /' ' ed �- 1 N- 22 23 24.. 4,,I,', 0 2 15 s 17 18 20 21 '0M-3x8 =M-4x4 1 4 0 o M-1"5x4 0.25" M-3x4 M-6x8 M-7x10 o M18HS-7x14 0 M 1.5X4 **2X WEDGE M-7x8(S) W/(2) M-3X4 TYP. 3.75 C .. J, y y y y o ,1 loo .I y J' 1J" ), y 5-10 5-05 4-03-04 4-01-08 4-11-08 y 3-02-07 4-05-10 4-03-14 ,-05-0, 1-0 24-09 ), y 12-09-08 2-05-01 25-06-08 0-09-08 14-05-08 y y y y 1-08 40-00 1-08 �� 0 PROpe JOB NAME : POLYGON PLAN 3A NH - D1 Scale: 0.1305 .5 N /� % //I WARNINGS: GENERAL NOTES,unless otherwise noted �� (n] t�- 12, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual .7�,r2`0 f-p L Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 450,P is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l = DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�, SE I� 4.No load should be appfed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 1x W' S E Q. : 6049767 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G, .F, 41\ rk. design loads be applied to any component. and are for"dry condition"of use. h -7}` 1 4 �, P^� TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if v .y fabrication,handling,shipment and Installation of components. necessary. ! [+'P ry I i S V 7.Designlaesassumes adequate one do an faces of truss,and placed so their center 111111111111111111111 TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(WM) EXPI RES:12/31/2015 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 118 5.6=(-261) 253 5.2=(-404) 214 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 127 2.6=(-220) 238 WEBS: 2x4 KDDF STAND 3.4=( 0) 0 6.3=(-150) 157 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0' -55/ 442V -110/ 156H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 206V 0/ OH 5.50" 0.33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.014" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.017" @ -1'- 8.0" Allowed = 0.222" 3-09-04 0-03-12 MAX TC PANEL LL DEFL = 0.025° @ 2'- 1.0" Allowed = 0.246" T 'f MAX TC PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.369" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.5" 7.001/ MAX HORIZ. TL DEFL = -0.001" 9 3'- 7.5" M-1.5x4 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 7111111111111111111111-3x4 in the plane of the truss only. v/- N- 0 vtoD MDN1611111111111111166.. l i ENE '`" 5► t��6 M-1.5x4 M-3x4 1, y y 1-08 4-01 �`�__co PROPe JOB NAME : POLYGON PLAN 3A NH - E2 Scale: 0.4901 �� l':'" rEI �d WARNINGS: GENERAL NOTES,unless otherwise noted: 444 `= • 11 C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Ct. ;92$,r P t- E r Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ^" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +.+lr�'"' DES. BY: LJ / '.- Po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall C). (Z.DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q E ON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. W` SEQ. : 6049768 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� "7" 1. 2.�\ TRANS I D: 407427 � �. design loads be applied to any component and are for"dry condition"of use. } 1 A 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. b�i 7.Plates assumes adequate one ace is tru ,provided. +l r-y �l"' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPINViCA In BCSI,copies of which will be furnished upon request. it coincide with Jointain lines. 9.Digits indicate size of plate in Inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2°) -3) 118 5-6=(-261) 253 5-2=(-404) 214 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-139) 127 2-6=(-220) 238 WEBS: 2x4 KDDF STAND 3.4=( 0) 0 6.3=(-150) 157 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -55/ 442V -110/ 156H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 206V 0/ OH 5.50" 0.33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "so spacing"' VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.014" @ -1'- 8.0' Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.017" @ -1'- 8.0" Allowed = 0.222" 3-09-04 0-03-12 MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.246' T f - MAX TC PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.369" MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.5' MAX HORIZ. TL DEFL = -0.001' @ 3'- 7.5" M-1.5x4 q -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 IDesign conforms to main win df orce-resisting system and components and cladding criteria. 7,00 F" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3x4 in the plane of the truss only. v a 0 111111111111111111116, - uo 0 Illikkll co 0 N tiO I 51.--- 1 ►��6 M-1.5x4 M-3x4 1, 1, y 1-08 4-01 JOB NAME : POLYGON. PLAN 3A NH - E3 �� N si Scale: 0.4901 �`,, �`��4/Il' ��' WARNINGS: GENERAL NOTES,unless otherwise noted: � »p C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 92,SPE r E i.. Truss: E 3 and Warnings before construction commences. building component.Applicability of design parameters and proper �,e� r 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. T 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/A/�~' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d gg .,--- DATEDATE: : 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where hown+rywell(eC). w /Ct� - " 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "'jt" OREGON �, `V' SEQ. : 6049769 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, . �� p+� �. design loads be applied to any component and are for"dry condition"of use. h i' 1 2, ^�- TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V t�Q. fabrication,handling,shipment and installation of components. neessary. d. ",j R 1 Lt"' si 6.This design is furnished subject to the imitations set forth by7.Designlaesassumes adequated drainage is of truss, III II 1110 IIIIII III VIII VIII VIII IIII III 9 1 8.Plates shall be located on both faces truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines cowith joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII II1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • TRUSS SPAN 4'- 1.0" (COND. 2: Design checked for net(-5 pall uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. g not exceed 19's at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc p M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. /00•0 DESIGN ASSUMES SHEATHING TO ONE FACE. 12 7.00I/ v /— N- 0 v 103 1 111 0 CO 0 N 3 4 y y y 1-08 4-01 OP' JOB NAME : POLYGON PLAN 3A NH - El Scale: Q.B,53 ~�� R ��f°' // WARNINGS: GENERAL NOTES,unless otherwise noted: ) 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for en individual .92$II PE Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. „r rior,-0: 3.Additional temporary bracing to Insure stabihty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ; r Ir P° ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON SE /� 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. -}V` 40 S E Q. : 6049770 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, -37.4. 4". 4 a\� :- design loads be applied to any component. and are for"dry condition"of use. V "7)' ,¢ 2,. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �� necessary. ty F0 4 fabrication,handling,shipment and installation of components. 7, necessary. ss assumes adequate drainage is provided. L-t- 6.This design Is furnished subject to the Rn itations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11111 VIII I I I 11 IIII IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request lines indicat with Joint center Rnas. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIII'll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF qt&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2-3=(-559) 495 3-4=(-137) 87 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -22/ 350V -195/ 417H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -410/ 472V 0/ OH 1.50" 0.60 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.2' -91/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 fl MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145° @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.4" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fi load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 cd O •A- uo �� o/_ 5 - M-3x4 1, ) - .1 0-10 6-00 3-11-03 PROVIDE FULL BEARING;Jts:2,5,3,4) rY4 cO PRQ)C JOB NAME : POLYGON PLAN 3A NH - DJ10 N� s, Scale: 0.2986 • CIN. �` gu WARNINGS: GENERAL NOTES,unless otherwise noted: 44../ r�rrr�� p 1I,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .7G„(-L Truss: DJ 1 O and Warnings before construction commences. building component.Applicability of design parameters end proper I^!/ 2.2x4 compression web breang must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,�I�r DES. BY: LJ2'o.c.and 80 10'o.c.respectively unless braced throughout their length by 1iwr" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w n.. DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ /"�i�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - ,Aq_OREGON ^xJ' SEQ. : 60497 71 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/�h"•l4 O�� . A design loads be applied to any component end are for"dry condition"of use. V 1'. 1 4 GO.' �^7;- TRAN S I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if !y fabrication,handling,shipment and installation of components. ne sign ass �R R`i Tf 7.Plates assumes adequate one fabt faces of truss,and placed so their center 11111111111111111111111111111111111111 TPIMlTCA in BCSI,copies of which will be furnished upon request. Digit coincide with Jointain lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0118BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2.3=(-618) 500 3-4=(-217) 92 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -59) 0 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 OVERHANGS: 10.0" 8.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'• 0.0" •22/ 351V -207/ 465H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -413/ 474V 0/ OH 1.50' 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0' -178/ 178V 0/ OH 1.50' 0.23 KDDF ( 625) THE BOTTOM CHORD5DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" // MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.001" @ 10'- 8.2" Allowed = 0.068" MAX TL CREEP DEFL = -0.001" @ 10'- 8.2" Allowed = 0.091" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.007 Design conforms to main windforce-resisting system and components and cladding criteria. c, // 0 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, w Truss designed for wind loads r in the plane of the truss only. 0 int P� 5... CD M-3x4 ), ) y y 0-10 6-00 4-08-03 'PROVIDE FULL BEARING;Jts:2,6,3,4' 01,0 PROpen� JOB NAME : POLYGON PLAN 3A NH - J11 Scala: 0.2849 tis ' .7-1411,1? ��(„j/�'N %2 WARNINGS: GENERAL NOTES,unless otherwise noted: a... V4 fl�I ��Ic- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = 'P E Truss: J 1 1 and Warnings before construction commences. building component.Applicability of design parameters end proper . 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,+• 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �rsl �.. is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byc ✓ i "" DES. BY: LJ (B /1 C' 2x ps sheathing suchr asb plywoode sured where s and/or drywall C). DATE: 9/4/2014 the overallstructurea is the responsibility comp of the building rill brac n 3. Impact bridging Is the rel boning required the where shown+a OREGON SEQ.�1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "}7v ,/ S E Q. : 6049772 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L.. "4^7 orb' A. design loads be applied to any component. and are for"dry condition"of use. y 14 2- "- TRAN S I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,}� fabrication,handling, necessary. . ''R R1i ` V shipment and installation of components. 7,Design assumes adequate drainage is provided. +'i 4.t"" 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII I 1110 VIII IIII MEI IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide withzjointacenter lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'• 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0' 0.C. 2.3=(-564) 500 3.4=(-140) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -22/ 350V -197/ 420H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9,2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -414/ 475V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.9" -93/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001° @ 0'--10.0" Allowed = 0.083" '1 MAX TL CREEP DEFL = -0.001" @ 0'••10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 c load duration factor=/.6, O Truss designed for wind loads in the plane of the truss only. c N O la -/ _ 5-z� O M 3x4 0-10 6-00 3-11-15 )PROVIDE FULL BEARING:Jts:2,5,3,4J JOB NAME : POLYGON PLAN 3A NH - J10 ,\c,, PR F psi" Scale: 0.2963 'r 1 WARNINGS: GENERAL NOTES,unless otherwise noted: ��{.r uSff(a i 17 - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual = 0 t"L Truss: J10 and Warnings before construction commences, building component.Applicability of design parameters and proper s f, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibitty of the building designer. ,+- 3.Additional temporary bracing to insure stabiAty during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'nn and at 10'o.c.respectively unless braced throughout their length by „. 4600010P DES. BY: W is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). WNW ,• ry. DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `'+" 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A_OREGON 4(/ SEQ. : 60497 73 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �1 "'7� �\ ik. design loads be applied to any component. and are for"dry condition"of use. 4 y 1 4 2- 1,� TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes Mi bearing at all supports shown.Shim or wedge If necessary. ille'RR y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. C L.1. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIII II Il II l I I I(III(III IIIII(III I'll TPINYTCA in BCSI,copies of which will be furnished upon request. git coincide rictwith joint acenter Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 Iiiilp All This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-480) 429 3.4=(-112) 49 TC LATERAL SUPPORT 0= 12'OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -24/ 353V -177/ 376H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -374/ 440V 0/ OH 1.50" 0.56 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.9" -49/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" /M-3x4 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.154" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.155" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.2' NOTE:Design assumes moisture content does not exceed 19rs at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 17 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 a in -/o )' )' ), )' 0-10 6-00 2-11-15 'PROVIDE FULL BEARING:Jts:2,5,3.41 co PROP JOB NAME : POLYGON PLAN 3A NH - J9 5 � Scale: 0.3198 fL 'ir o WARNINGS: GENERAL NOTES,unless otherwise noted lta +f 0 c- "9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 T./L +P E r Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibilly of the building designer. 3.Additional temporary bracing to insure stab4ty during construction 2.Design assumes the top and bottom chords to be laterally braced at �y�m . DES. BY• LJ Is the responsibility of the erector.Additionalpermanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their length by ,/"�, �m� W ty continuous sheathing such as plywood where and/or drywalll6C. It DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGON W 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6049774 fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y/ VA \1h design loads be applied to any component. end are for"dry condition"of use. -T l 2, �.r. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge if necessary. 4 ,CyFr-� fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. ) n I LA"- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II IIII IIII I I II II IIII 1'II IIII TPiNVTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointacenter lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E111111111 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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-419) 363 3.4=(-107) 44 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0,0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -24/ 354V -156/ 334H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11,2" -355/ 431V 0/ OH 1.50" 0.55 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11,9" -17/ 10V 0/ OH 1,50' 0,02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001' @ 0'--10.0" Allowed = 0,083" Id MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.199' @ 2'- 11.6' Allowed = 0,576' MAX TC PANEL TL DEFL = 0.180' @ 2'- 11.6' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11,2" MAX HORIZ. TL DEFL = -0.008" @ 7'- 11.2" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 2 it Design conforms to main windforce-resisting 14,00 system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads rn in the plane of the truss only, 0 0o 0 Lo 0f- zr 5►_� -f 0 M-3x4 1, y y y 0-10 6-00 1-11-15 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : POLYGON PLAN 3A NH J8 Scale: 0,3473 0 WARNINGS: GENERAL NOTES,unless otherwise noted: rsr ` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4t' .,92t* t"C. Truss: J8 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure sterility during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c,and at 10'o.c,respectively unless braced throughout their length by rr A�1w" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ^^ �, DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t'' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A_ to SEQ. : 6049775 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 44 '3 \�` A.. design loads be applied to any component. and are for"dry condition"of use. 1- 1 4 ,40 0'. , TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. resign as. 'F?R l�{ 7.Plates assumes adequate ne thiface is truss, <+l 5�. 6.This design is furnished subject to the Nmitatians set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III IIII VIII VIII III IIII IIII IIII TPIMRCA in BCSI,copies of which will be furnished upon request. git coincide with joint tecenter lines. 9.Digits Indicate size of plate in Inches. MiTek USA,InC./Compulws Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) EXP)RE&12/31/2015 1111111011 IIIII III) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6' 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-338) 186 3.4=( -86) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 11.9" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 368V -130/ 313H 5.50" 0.59 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 278V 0/ OH 1.50" 0.36 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacioo.I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX IL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.003" @ 6'- 11.9" Allowed = 0.099" MAX TL CREEP DEFL = -0.003" @ 6'- 11.9" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.296" @ 3'- 7.3" Allowed = 0.576" MAX IC PANEL TL DEFL = -0.288" @ 3'- 5.2" Allowed = 0.864" 0 MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting system and components and cladding criteria. o, Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, 0 Truss designed for wind loads co in the plane of the truss only. 0 7/- Lt.) /Lt.) �� o� ►� 5=m 0 M-3x4 y > J ), 0-10 6-00 0-11-15 'PROVIDE FULL BEARING;Jts:2,5,31 JOB NAME : POLYGON PLAN 3A NH - J7 �_��`��((C„�„��'PAiR� � Scale: 0.3817 \�� -IfiT p s�0 WARNINGS: GENERAL NOTES,unless otherwise noted: Q' t rnnn,,, p7c.-` "7 . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .92 4 0 F L Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by ery is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall$C). Ir " DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �+C�1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -)! ©REGC)N 1(( SE Q. : 6049776 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ 'I D design loads be applied to any component. and are for"dry condition"of use. }` 14, t70-'‘ 1y'^�+' TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A�, !)`" fabrication,handling,shipment and installation of components, necessary. '�I`' V 7.Plates assumes adequate drainage istrus,provided. C: `O 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III II II I I VIII III VIII III III TPINVTCA in BCS',copies of which will be furnished upon request. git coincide withizjoint anr lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&DTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0" 0.C. 2-3=(-224) 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 379V -117/ 254H 5.50" 0.61 KODF ( 625) 5'- 9.2" 0/ 147V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.9' -163/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.( LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-15 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083' 1' '' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" -v MAX TC PANEL LL DEFL = 0.342" @ 3'- 7.2' Allowed = 0.575" MAX TO PANEL TL DEFL = -0.289" @ 3'- 5.2" Allowed = 0.863" (0) MAX HORIZ. LL DEFL = -0.004° @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 V' system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. to 0 0 in 2of 0 4► M-3x4 y ) y 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 c0 PROF es JOB NAME : POLYGON PLAN 3A NH - J6 Scale: 0.4126 �� 'OVY 1t,, /0 WARNINGS: GENERAL NOTES,unless otherwise noted: ' ' •9 p t- 1-+ C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual J r L Truss: J6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the rasponsibiity of the building designer. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by �/rg Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON /,, C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 V ^4f SEQ. : 6049777 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, �C4 �' A. design loads be applied to any component and are for"dry full bearing of use. O 1 4 ,- b. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If AA (x f necessary. r/11.4 R fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. +''1i x114. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101111111111111111111111111 III III) TPINVECA in BCS(,copies of which will be furnished upon request. Digitsgit cndicat with joint pate In lines. 9.finesIndicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIII IIIIIi This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-181) 158 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 352V -98/ 217H 5.50" 0.56 KDDF ( 625) 4'- 11.2" -166/ 179V 0/ OH 1.50" 0.29 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for netl•5 psfl uplift at 24 "oc spacinO.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001' @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 4-11-15 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.027" 'r '' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.036" MAX TC PANEL LL DEFL = 0.145" @ 2'- 10,3" Allowed = 0,473" MAX TC PANEL TL DEFL = -0.135" @ 2'- 10.5" Allowed = 0,709" i� MAX HORIZ. LL DEFL = -0.003" @ 4'- 11.2" MAX HORIZ. TL DEFL = -0.003' @ 4'- 11.2° 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4,2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=1,6, Truss designed for wind loads C') in the plane of the truss only. CO 17 0 to CD Eli M-3x4 1, 1, 1, 0-10 6-00 [PROVIDE FULL BEARING:Jts:2,3,4I 00 JOB NAME : POLYGON PLAN 3A NH - J5 <.c. ��/tR n� s Scale: 0,4405 \� {S"Ilf:$,9 fL? WARNINGS: GENERAL NOTES,unless otherwise noted: R`t/tf��!/ ID£711 i fir,,, J5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =92!'t E Truss: J 5 and Wamings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web braang must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabiaty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y ✓ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SSEQ. : +C C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37,%_- QREGON E Q. : 6049778 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7 �� design loads be applied to any component. and are for"dry condition"of use. /� Y 14 �'O ?,, TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .V fabrication,handling,shipment and installation of components. necessary. �+.R R I L. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. C r'7 4 IIIIII II I II I III VIII VIII IIII III IIII 9 1 by 8.Plates shall be located on both faces of truss,and placed so their center TPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center bines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTelq EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 818BTR SPACED 24.0' O.C. 2-3=(-134) 132 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -11/ 322V -79/ 180H 5.50" 0.52 KDDF ( 625) 3'- 11.2' -166/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,001" @ 0'--10.0" Allowed = 0.111" T ,' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.077" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0,103" -/ MAX TC PANEL LL DEFL = 0.056" @ 2'- 2.3' Allowed = 0.371" MAX BC PANEL TL DEFL = -0.037' @ 3'- 1.4' Allowed = 0.339" p MAX HORIZ. LL DEFL = -0.002" @ 3'- 11.2" 12 li MAX HORIZ. TL DEFL = -0.002" @ 3'- 11.2" 14.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, G Truss designed for wind loads in the plane of the truss only. Ln0 LOo 0 ►� ►04 M-3x4 ,1 )' y 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,3,4' JOB NAME : POLYGON PLAN 3A NH - J4 Sale, Q.5097 �+�A��‹` t'RF�js>rY o WARNINGS: GENERAL NOTES,unless otherwise noted: . •r3 rh�!i.'f.! -�7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 . =92111 P E 1'r and Wamin s before construction commences. building component.Applicability of design parameters and proper .s Truss: J 4 g incorporation at component is the responsibiity of the building designee -. 2.2x4 compression web bredng must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabiity during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a�arr 41 DES. BY: LJ is the responsibility o1 the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON b /`" It 4.No load should be applied to any component unto after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6049779 fasteners are complete and at no time should any loads greater than 5.Design assumes t uses ere to be used In anon carros ve environment, L/ ON L end are for"dry condition"of use. 6. design loads be applied to any component. 1 4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility(or the 6.Design assumes full bearing u all supports shown.Shim or wedge It ()V necessary. "r'i tyR fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 4- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111TPIANiCA in BCSI,copies of which will be furnished upon request. gindicate with joint acenter che. 9.Digitsscoincide size of plate in Inches. v �7 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-82) 107 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'. 0.0" 0/ 292V -60/ 144H 5.50" 0.47 KDDF ( 625) 2'- 11.2' -162/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: DesiOn checked for net(-5 psfl uplift at 24 "oc Spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" 12 -/ MAX TC PANEL TL DEFL = -0.017" @ 1'. 8.4" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.031" @ 3'- 1.4" Allowed = 0.339" 14.00 7 MAX HORIZ. LL DEFL = -0.001" @ 2'- 11.2" III MAX HORIZ. TL DEFL = 0.001" @ 2'- 11.2' NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. rn c. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ol Truss designed for wind loads in the plane of the truss only. o,,,- to 0 c, M-3x4 y y y 0-10 PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 3A NH - J3 Scale: 0,5914 ,5'< � PRQ�fis/ .; WARNINGS: GENERAL NOTES,unless otherwise noted: �'L./ +f./ 'Z-y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . ;92..PE 1-- Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ",/'" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et - DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood where and/or drywall(BC. J -110 m DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) of + 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40 SEQ. : 6049780 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, I. "7 5' b�\I A... design loads be applied to any component. and are for"dry condition"of use. / 4 TRANS I D: 407427 5.CompuTrus has no shipment and installation of controlcomponeover and assumes no responsibility for the 6.. 7,Design assumes adequate drainage is provided. 41. .• Design assumes full bearing at all supports shown.Shim or wedge if © 14 �e.. fabrication,handling, necessary. PFIL'' 6.This design is furnished subject to the Nmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIM Te SA,InC./Compulr as I/WTCA in BCSI,copies of ISoftwarech will be f 7.6.6(1 L)E reupon quest de with o 9.Digits Indicate size of plate in Inches. 10.For asicconnector plate design values see E5R-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-53) 85 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" •17/ 263V -42/ 108H 5.50" 0.42 KDDF ( 625) 1'- 11.2" -147/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M16HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001° @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" 1-11-15 MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1" Allowed = 0.166" '1' T MAX TC PANEL TL DEFL = -0.006' @ 1'- 1.6' Allowed = 0.249" MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6" Allowed = 0.254' 12 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 14.00 7 MAX HORIZ. LL DEFL = -0.000' @ 1'- 11.2" -/ MAX HORIZ. TL DEFL = 0.000' @ 1'- 11,2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 00/ 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. o�Lo0o/ ►14 -/ > y 0-10 'PROVIDE FULL BEARING:Jts:2,3,4I 6-00 '.h',c3 P R O40 1 JOB NAME : POLYGON PLAN 3A NH - J2 Scale: 0,6408 �� , 117" /-fir WARNINGS: GENERAL NOTES,unless otherwise noted: (,�' •CI '!y/ , ra r c- 4-4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J Truss: J2 and Warnings before construction commences. building component Applicability of design par ureters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the resensib6 of the building designer. M."' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓A� DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by J�" po ty continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). (Z" DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f,.. [� �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^V S E Q. : 6049781 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /... 7, Y �' A. and are for"dry condition"of use. //t., e. 0.4 design loads be applied to any component V 14 4. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if A �y necessary. '^+l tf \.,,.!V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r l R�.� 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111 TPINYTCA in BCSI,copies of which will be furnished upon request. gcoincide with joint center lines. 9.Digits ndsize of plate In inches. es. MiT@kUSA,inC./COnpuTfusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #i&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2-4= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-54 11 (0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -121/ 260V -24/ 73H 5.50' 0.42 KDDF ( 625) 0'- 11.2" -51/ 173V 0/ OH 1.50' 0.28 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 0-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.001' @ 0'- 8.1' Allowed = 0.062' MAX TC PANEL TL DEFL = -0.001' @ 0'- 8.1" Allowed = 0.093" MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 14.00 V' MAX HORIZ. LL DEFL = -0.001' @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'• 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. EFA in0 o/ �� 4 -/ -3x4 y /, 1 0-10 'PROVIDE FULL BEARING:Jts:2,3,4' 6-00 JOB NAME : POLYGON PLAN 3A NH - J1 4i'k PN {7}��Y�ss, Scale: 0.7112 (~� t ' oi/J/ (fir WARNINGS: GENERAL NOTES,unless otherwise noted:/ (]rn -7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 92•IIrc-s c Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web breang must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stebitty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivety unless braced throughout their length byres" s � ' the overall structure is the responsibility of the building designer. 2x Impactpos sheangin or suer as plcwooe sured where s ownor drywall(BC). DATE: 9/4/2014 I� h g 9 3.2x bridging lateral bracing required where shown++ # CC 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6049782 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ` N. �A., design loads be applied to any component. and are for"dry condition"of use. /0�-T i� TRANS I D: 407427 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if 14 `}, necessary. (��R fabrication,handling, R`t- shipment and installation of components. 7.Design assumes adequate drainage is provided. Y- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both laces of truss,end placed so their center VIII'II II IIIA I III VIII VIII IIII II IIITPI/WTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. �+ MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 EXPIRES MiTek 1E111 IIIII 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 N168TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-102) 130 7.6=( 0) 18 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=(-436) 137 6-8=(-132) 166 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-403) 176 3.8=(-199) 158 LOADING 4-5=(-212) 37 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 11.9" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -19/ 272V -131/ 315H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 4'- 11.2" -327/ 512V 0/ OH 1.50" 0.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -8/ 112V 0/ OH 5.50" 0.18 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( 6-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083' 5 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.036" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.013" @ 3'- 11.1" Allowed = 0.237" MAX TC PANEL TL DEFL = 0.029' @ 3'- 11.0' Allowed = 0.356" MAX HORIZ. LL DEFL = 0.013" @ 5'- 8.6' 12 MAX HORIZ. IL DEFL = 0.015" @ 5'- 8.6" 14.00/ NOTE:Design assumes moisture content does not exceed 19`t at time of manufacture. 0 O Design conforms to main windforce-resisting o system and components and cladding criteria. oO M-4x6 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ii Truss designed for wind loads in the plane of the truss only. (::, Alm.. 8 -/ ul o M-1.5x4 8,- O • M-3x4 M73x4 O M-3x6 1, y /, 2-03-12 3-08-04 /, y I /' 0-10 2-05-08 4-06-07 , , . . 0-11-15 I I 6-11-15 'PROVIDE FULL BEARING:Jts:2.4.81 JOB NAME : POLYGON PLAN 3A NH - CJ7 Scale: D.3032 ,5,((- PR �Es WARNINGS: GENERAL NOTES,unless otherwise noted: .tfi5 •'(�'�y' 1. C - 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q. J .PE i"� and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C J 7 2.2x4 compression web bradng must be installed where shown i. incorporation of component Is the responsibity of the building designer. / 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'c.c.and at 10'o.c.respectively unless braced throughout their length by ', -. po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O - /( DATE' 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown 0+ OREGON .y 4.No load should be appied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. SEQ. : 6049783 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. "P,,a c A. design loads be applied to any component. and ora for"dry condition"of use. 6 r 1 4 2. 10- necessary.S I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if X11�` nesessary. ^' MO- fabdcalion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II MID I I IIIII 11 IIIII Mil TPINYTCA In BCSI,copies of which will be furnished upon request. g (Digits indicate sizeines colndde with)ofnplate int rinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Wek) EXPIRES;12/31/2015 11111 1111 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 I TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-7=(-123) 142 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-209) 43 6-8=(-158) 182 6-3c) 0) 52 WEBS: 2x4 KDDF STAND 3-4=)-103) 76 3.8=(-218) 189 LOADING 4.5=( 0) 0 TO 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -25/ 357V -99/ 218H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: 4'- 11.2" -96/ 158V 0/ OH 1.50" 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -36/ 135V 0/ OH 5.50' 0.22 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.) 5-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f f MAX LL DEFL = -0.001' @ 0'--10.0" Allowed = 0.083" 5 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0,111" -/ MAX LL DEFL = 0.008" @ 2'- 3.8' Allowed = 0.221" MAX TL CREEP DEFL = -0.009' @ 2'- 3.8' Allowed = 0.294" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 12 (1 NOTE:Design assumes moisture content does 14.00 V not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 o Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 m load durll ation factor=1.6,Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. 4.4i 1 0 11111.1111111111111111111 8 ,. 1 I ►_� x' �� o M-1.5x4 o/ o M13x4 0 M-3x4 M-3x6 I 1, y y 2-03-12 3-08-04 ), 1, y y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4.8) JOB NAME : POLYGON PLAN 3A NH - CJ6 wx f � PRo��s Scale: 0.3741 �� ”74//r. sfa� WARNINGS: GENERAL NOTES,unless otherwise noted: � +� p7{ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - T 4 PE Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 40110,14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +J1rr� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - ,q,OREGON b ^V SEQ. : 6049784 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L i.,, N A, design loads be applied to any component, and are for"dry condition"of use. �,! k 14 2 �}-4- TRAN S I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 4040 ant s k_ 7.Design assumes adequate drainage Is provided. L 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111101111 TPIM?CA in BCS(,copies of which will be furnished upon request git coincide with Joint ain inches.9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII I IIIIThis design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-123) 142 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-209) 43 5-7=(-158) 182 5.3=( 0) 52 WEBS: 2x4 KODF STAND 3.4=(-103) 76 3.7=(-218) 189 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' 0'- 0.0" -25/ 357V -98/ 217H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.2" -104/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -36/ 135V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" T "( MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.221" -/ MAX TL CREEP DEFL = -0.009' @ 2'- 3.8" Allowed = 0,294" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" Ili MAX TL CREEP DEFL = 0.000" @ 0'- 0.0° Allowed = 0.036" MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.8" t2 MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 14.00712 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. O. M-4x6 co Wind: 140 mph, h=21.5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=l.6, �p66,..... Truss designed for wind loads �' in the plane of the truss only. 0 9I co ' -/ -/- LO �� ml M-3x4 o M-1.5x4 o/ o ► 6 0 M-3x4 M-3x6 1, 1, y 2-03-12 3-08-04 1, 1, 1, ), 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,71 ,o) PR 04�, JOB NAME : POLYGON PLAN 3A NH - CJ5 Scale: 0.4212 ti5'� (J�.I7y/,�7 s ip WARNINGS: GENERAL NOTES,unless otherwise noted; 4!4 '-‘714/((]]rrrrrr�� " !cc - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualCC. =�+ P E { Truss: Cd 5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by +�dl ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). > " , , DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.21(Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 17 OREGON 44 1 SEQ. : 6049785 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/ 4, N''' design loads be applied to any component and are for"dry condition"of use. 1 4 ?- r<'+' TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if }} necessary. /{rj fy.R`O- fabrication,handling,shipment and installation of components. 7. necessary. ss assumes adequate drainage is provided. Cv�'li rl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII IIII II IIII IIII VIII IIII IIII TPINVTCA in SCSI,copies of which will be furnished upon request. dicawith joint tecenter lines, 9.Digits indicate size of plate in inches. 12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: t 2/31/201 5J' IV I IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-55) 74 7.6=( 0) 18 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2-3=(-144) 0 6-8=(-71) 95 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 39 3.8=(-113) 85 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0,0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) _ 0'- 0.0" -23/ 298V -61/ 145H 5.50" 0.48 KDDF ( 625) Connector plate prefix designators: 2'- 11.2" -99/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0,0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' 3-11-15 AND "BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 5 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.004" @ 2'- 3.8' Allowed = 0.121' MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.161" MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.127' 12 MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3" Allowed = 0.199' 14.00 VMAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6" MAX HORIZ, TL DEFL = 0.008" @ 5'- 8.6" M-4X6 NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting hill m system and components and cladding criteria. o d Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. A. o� IM-3x6 � � 0- 2 - o M-1.5x4 c. o 7 0 M-3x4 M-3x4 1, y ), 2-03-12 3-08-04 ), y y ,1 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,4,81 � to PR OPEC, JOB NAME : POLYGON PLAN 3A NH CJ4 Scale: 0.4823 o t.. s� WARNINGS: GENERAL NOTES,unless otherwise noted: 71,,,; T ppp g 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual T 9 '1 t E II Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper /f� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "^, DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /C,, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON LW SEQ. : 6049786 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, j� "i1 p'� '\ design loads be applied to any component. and are for"dry condition"of use. !t -7 1- .� 2, �-�- TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if S/ q� „y fabrication,handling,shipment and Installation of components. necessary. 4,70:4R10., {� 7.Design assumes adequate drainage is provided. . 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII'II I II IIIII IIII IIII IIIII IIII IIIITPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-55) 74 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0,0. 2-3=(-144) 0 5.7=(-71) 95 5.3=( 0) 52 WEBS: 2x4 KDOF STAND 3-4=( -14) 39 3-7=(-113) 85 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -22/ 298V -60/ 144H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 11.2" -106/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing"' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" f T MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0.004" @ 2'- 3.8" Allowed = 0.121" 12 -/ MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.161" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" 14.00/ M-4x6 4 MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3" Allowed = 0.199" II MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.008' @ 5'- 8.6' � N16Illillhih.. 4.... NOTE:Design assumes moisture content does not exceed 19%s at time of manufacture. sioiiiibsin. 0 Design conforms to main windforce-resisting C. system and components and cladding criteria. vr CO Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1111 `7 '� �� IIII M 3x4 0 O m M-1.5x4 o� ,W 6 M-3x4 M-3x6 .1 y J' 2-03-12 3-08-04 J, 1, y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,4,71 JOB NAME : POLYGON PLAN 3A NH - CJ3 �``r � �Ro �Ss Scale: 0.5594 \ 1 62 WARNINGS: GENERAL NOTES,unless otherwise noted: y'44 hh rrr��il 7(1 C /�i 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =7, i L { Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web braang must be Installed where shown+. incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r,l, +>�A ' P° tY continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). '• . DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON SE f� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -p a ,/ S E Q. : 6049787 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. �,T�' �� A, design loads be applied to any component. and are for"dry condition"of use. _T 1 4 �, },' TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary.ignass C�.Fifil` ` fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is Provided. C 41. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII II II II 1111111111111 I III II VIIIII IIIIIIII TPINJTCA in SCSI,copies of which will furnished upon request. Digit coindde with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS.SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(-31) 43 6-5=( -3) 16 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 0 6-7=( 0) 0 5-3=( 0) 53 WEBS: 2x4 KDDF STAND 3-4=(-36) 39 5.8=(-42) 58 3-8=(-60) 44 LOADING TC LATERAL SUPPORT <= 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -23/ 259V -42/ 108H 5.50" 0.41 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.2" -142/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series 1-11-1 5 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. T )GOND. 2: Design checked for net(-5 psf) uplift at 24 "ox spaciPg. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 14.00 7 MAX LL DEFL = 0.001° @ 1'- 3.7" Allowed = 0.071" -/ MAX LL DEFL = 0.000" @ 5'- 3.5" Allowed = 0,177" MAX TC PANEL TL DEFL = 0.003" @ 0'- 10.4' Allowed = 0.140" /M-4x6 MAX BC PANEL TL DEFL = -0.012" @ 3'- 3.6" Allowed = 0.208" MAX HORIZ, LL DEFL = -0.002" @ 5'- 3.5" o MAX HORIZ. TL DEFL = 0.003' @ 5'- 3.5" w NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. NDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, o� load durAll ation factor=1.6 Cat.2, Exp.B, MWFRS(Dir), aM-1.5x4 Truss designed for wind loads o in the plane of the truss only. •o� 7 0 y 1, Ji- 1-03-12 1-03-12 3-11-12 0-08-08 /, .( y ), 0-10 1-05-08 4-06-08 1, 1, y y 2-05-08 1-00 3-06-08 I I (PROVIDE FULL BEARING:Jts:2.4.8' 6-00 00PROpe JOB NAME : POLYGON PLAN 3A NH - CJ2 N ` i Scale: 0.5781 �h�CJ o WARNINGS: GENERAL NOTES,unless otherwise noted: V ff(n]]] » �1,. . f� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ± /I-G Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper �,, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '* //�"� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "� OREGON W' SEQ. : 6049788 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, i� '.7mo-7i' ONS design loads be applied to any component. and are for"dry condition"of use. j 2,. "�^ TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If Q fabrication,handling,shipment end Installation of components. necessary. i!�Yy nyf S 7.Designlaesassumes adequateedndrainage is truss,a fl L•t' 6.This design is furnished subject to the Gmitatians set forth by 8.Plates shall be located on both faces of truss,end placed so their center 11111111111111111111 TPIMlTCA In SCSI,copies of which w g be furnished upon request. Digit coincide with joint center hes. 9.lines Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1958(MITek) EXPIRES:12/31 12015 1111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1.2=( -6) 95 2.4=(0) 0 BC: 2x4 KDDF 918BTR SPACED 24.0" O.C. 2-3=(-31) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -278/ 895V -10/ 55H 5.50" 1.43 KDDF ( 625) 1'- 1.0' -614/ 207V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.I C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021" @ -1'- 8.0' Allowed = 0.167" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = -0.000' @ 0'- 7.5" Allowed = 0.013" MAX BC PANEL TL DEFL = 0.000" @ 0'- 7.5" Allowed = 0.017" PROVIDE SUPPORT NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windforce-resisting 7.00 " system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), el cc load duration factor=1.6, Truss designed for wind loads /- o in the plane of the truss only. o. r- i4 o O 111111111111" 2 WWII 4 M-:x4 1 ), ), y 1-08 1-01 �,c o PRQF,.. JOB NAME : POLYGON PLAN 3A NH - Flss N $,� i Scale: 1.0553 C7 ' . 4// ' Q� WARNINGS: GENERAL NOTES,unless otherwise noted: �4 4 n {� t-�Er -7 • C•1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .70 PL Truss: I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I�AAaa� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /C�� C f� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "� OREGON to SE Q. : 6049789 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G ''7 �" design loads be applied to any component and are for"dry condition"of use. fo '_i" 1 4 S'° - TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if {�, necessary. 14 R1f yr fabrication,handling,shipment and installation of components. 7. necessary. gnss assumes adequate drainage is provided. L 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11 30 IIII IIII IIII IIII VIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size offplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek). EXPIRES:12/31/2015 iII dIl l This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 114 2.4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=(-92) 49 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -157/ 578V -31/ 120H 5.50" 0.93 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 9.2" -120/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.3" -45/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.00 1..---- BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 3 -/ MAX TC PANEL LL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.247" MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.370" MAX HORIZ. LL DEFL = -0.000" @ 4'- 0.6' MAX HORIZ. TL DEFL = -0.000" @ 4'- 0.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting D system and components and cladding criteria. o Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cm load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o,_ 0 os 2= 4Nraai M-3x6 1 1-08 2-00 2-01-05 [PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 3A NH - SJ1 ,,`��` D RRQ�1 Scale: 0.7432 G ,�p `�'L' WARNINGS: GENERAL NOTES,unless otherwise noted: �'C'�J V 1( / lry� It 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 14 =7G!11 i-E 1- Truss: - Truss: SJ 1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure sterility during construction 2.Design assumes the top and bottom chords to be laterally braced et a��i. DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / +2�"^ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). r I, DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�" SEQ. C A 6044.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 v"/ S E Q. : 9790 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4- -F7�, Q\I dk. n design loads be applied to any component. and are for"dry condition"of use. 1 4 2•. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �� fabrication,handling, necessary. R R i�y shipment and installation of components. 7,Design assumes adequate drainage is provided. 5+• 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center (VIII III I III I I Ell[III IN [III TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII III III) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 95 2.4=(0) 0 BC: 2x4 KDDF 111$BTR SPACED 24.0" 0.C. 2-3=(-161) 92 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 412V -57/ 183H 5.50" 0.66 KDDF ( 625) OVERHANGS: 20.0" 0.0" 1'- 9.2" -117/ 305V 0/ OH 5.50' 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 1.3" -102/ 195V 0/ OH 1.50" 0.31 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psi') uplift at 24 "oc soacing.i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL o -0.017" 9 -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.021" 9 -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.007" 9 I'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" 9 I'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" 0 8'- 0.6" �) MAX HORIZ, TL DEFL = -0.001" 0 8'- 0.6" 12 7 00 NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2lft, TCDL=4.2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l,6, Truss designed for wind loads o in the plane of the truss only, u> o/- L u' ��i 0 o� 2►� 4►� 1 M-3x6 1-08 2-00 6-01-05 (PROVIDE FULL BEARING;Jts:2.4,31 44,0 PR opp, JOB NAME : POLYGON PLAN 3A NH SJ2 Scale: 0.5170 ``� NE//�k,p w� WARNINGS: GENERAL NOTES,unless otherwise noted: 4? Srr�nI rplr -Y�l,,,:... SJ2 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =92 0 0 1-G Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stolidity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po typermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , , DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ /�� 4.No load should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 'K! SEQ. : 6049791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A design loads be applied to any component. and are for"dry condition"of use. �'.2 .41);11'R41‘.2.- }R 1 4 `,� t}*- TRAN S I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V fabrication,handling,shipment and installation of components. necessary. / [�.�R 1�l 7.Plates assumes atedadequate Shim drainages on faces of truss,and placed so their center III II I'll l I 0 III I II I II ll 111IIIITPINJlCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center Dries. 9.Digits indicate size offplate in Inches. MiTek USA,lnc./CompuTruo Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1686(MiTek) EXPIRES:12/31/2015