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Plans (46) (4'l ST -c2/(/--C k.S /7 mlit ) 7315 5 C/i MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-121UP Fax 916/676-1909 _ 3D 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:R41832602 thru R41832612 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. <A U P R OF4-s c:a"tiNGI NEfiA? 5109 Q44t 87022PE ,,,oj,OREGON , 14\1/ EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. .....e hil _ MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-121_UP Fax 916/676-1909 3D 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:R41832602 thru R41832612 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. 0ONIO1 c gr 49639 o rsTv ' ss• `. . ' April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type PL14-f21_UP F01 Qty Ply 3D Floor 17 Pacific Lumber&Truss Co., Lake Oswego,Oregon 1 R41832602 •b--fee r •..o Truss 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:41:54 2014 Page 1 p.g0 ID:SygD?CTgSFZSiSNcSIttIDzR3Xv-dpAkdT?Wg1gR6Aiu2whgSrzALaeplNpCinHGIzOQRB a H1I—Z-0--110-11-2 Scale=1:32.8 1.553 II 356= 1.5x3 II 1 354 = 1.553 II 3x4 = 2 3 354= 1.5x3 II '—ri��.. 4 5 8 7 9= 1.5x3 II —�..r�ow��w 8 10 I% a` I _\ I O 16 0.1 ezi 17 354 = 15 14 13 12 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 354=- 12-6-2 12-6-2 Plate Offsets X : 6:0-1-8 Ed.e 11+z :0.1-8 Ed•e 4 7-0 0-7-0 6-3-10 LOADING(psf) SPACING 1-7-3 LOLL 40.0 CSI DEFL in (loc) Vdefl Lid Plates Increase 1.00 TC 0.42 Vert(LL) -0,29 15 >767 480 MT20 GRIP TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Ina YES WB 0.79 Horz(TL)Ver -0.46 15-16 >483/a 360 n/a MT20 220/195 BCDL 5.0 Code IBC2012/TPI2007 0.66 0.07 11 n/a n/a (Matrix) LUMBER Weight:851-6 FT=0%F,0%E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD end verticalsStructural .wood sheathing directly applied or6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3-2976/0,3-0=2976/0 4-0=3689/0,5-6=3689/0,6-7=3386/0,7-8=2844/0,8-9=-2944/0 � �(} BOT CHORD 267=-=109/1137/702,215-61=6=/012/39598,84-1146=-56=600/303846-1,557/292,5-1572281/0, 5=-62/602,/9 15 1916/0,9-12=0/1262, WEBS 7-12=756!0 C(„5 Ak_, WA3 tvQr Ir NOTES q O ['J 1)Unbalanced floor live loads have been considered for this design. OJ 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. SVongbacks to be attached to walls at their outer ends or restrained by other means- �� + � /yam LOAD CASE(S) C� FIs Standard `SIONAL � <<-`9PROp 870221E r' / Nt y��"°� OREGO c2ti it/ fLi ` A. NE EXPIRES:06/30/2015 April 22,2014 ®i?kMI?};#.Ver,'/y desiya pa:amemrs and REA ICTES ON AVM INCIMED MIT EK,EF. rENCE 4 73 rak if ist. Design valid for use only with MRek connectors.This design is based only upon parameters shown,nd is for an individual building c/22/4 DEvalEomponent. 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 k the responsibility of the building designer.For general guidance regarding l( fabrication,qualify control,storage,delvery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MlGek Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312 Alexandria,VA 22314. 4#Southern Pim* lumber is Med`ttae.destgss vafuos are,those effective 046,411/201.3 byALS'C 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 Qty Ply 30 R41832603 Truss Truss Type 1 5 P52 FLOOR O•R=f-rennR •'i0 -I • 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:56 2014 Page 1 Pacific Lumber 8 Truss Co., Lake Oswego,Oregon ID:SygE CTgS2F-0Z-Sj�SNcSS1ttIDzR3Xv-Z6Kw9JVF2RIOhQK40Ty9v1xLZBPkHIx6fOGOKAzOQR9 2-SB 1��f-- I---j 1-2-0 1.6-0 11-12 F._-------I 2,� ,-9-8 �—{�------I F'—'—� Scale=1:37.5 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 II 1.5x3 II 3x6= 10 11 12 13 7 8 9 ��w 1.5x3 II 5 6 ..\i��\I SIM%� ; fli 19 17 16 oriii .� 22 21 20 t9 18 3x8 = 15 14 23 3x6 FP= 1.5x3 II 1.5x3 II 3x5= 3x6= 12-7-4 -_ 2.8-8 i 7.0 r 7-0 4-9-8 4-1 8-8-1 Plate Offsets X : 4:0-1-8 Ed.e :0-1-8 Ed•e 16:0-1-8 Ed•e 22:0-1-8 Ed•e PLATES GRIP CSI DEFL in (loc) 1/defl Lid PT20 GRIP220/1LOADING(p0. SPACING 1-7-3.0Vert(LL) -0.04 22-23 >999 480 Plates Increase 1.00 TC 0.23 Vert(TL) -0.09 22-23 >999 360 TCLL 40.0 BC 0.23 TCDL 10.0 Lumber Increase Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a Weight:99 lb FT=0%F,0%E BCLL 0.0 Rep Stress Ina (Matrix)BCDL 5.0 Code IBC2012/TPI2007 ( BRACING hed or 6-0-0 oc purlins, except LUMBER TOCHORD Structural wood sheathing directly app TOP CHORD 2x4 DF No.7 g•Btr(flat) end verticals. BOT CHORD Rigid rtical directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF Stud/Std(flat) REACTIONS All bearings Mechanical except(jt=length)19=0-7-0,15=0-5-8. �oNo (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) t,IO � FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. CJ 445r ' C, TOP CHORD 2-3=700/0,3-1=700/0,4-5=-304/27,5-6=304/27,7-8=-468/0,8-9=-468/0, 68 i V` i k t?� 9-1 0=0/57 1,10-11=0/571,11-12e0/566 BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, J 15-16=22/297,14-15=286/61 WEBS 6-19=504/0,2-23=705/0,4-20=540/0,7-19=-642/0,9-15=821/0,12-14=-66/308, , 12-15=-457/0,6-20=0/535 � CI3TE� 49639., kti NOTES �4`SI....f G 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. g �� (} P �Ffiss 5)Thic trussisdesigned in accordance on edge,sphe aced aced 12 at 10-0-0 International and fastenedo tosection eachtruss306.1 and wiith 3-10d(0.131"referenced 3")nails.. Stroln backs to CjP Q /� 6)Recommend 2x6lls atthecks, 9 Pj2j be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. 4 870 2PE LOAD CASE(S) Standard kr -57 N /� N Voi,210 REGU �oBEp© B AR A. H ¢ EXPIRES:06/30/20 April2,2014 arameeR shown.and is for 3 individual building component. ®WA.kftZS3 Verity,deign raamemrs and READ!�T€S G�I7N;:AfdG' €fl AdfT€!CF€;=€fic€fdC€PAGE f€ZI 7473 reg.t;'cSfFtrld9£g0.4E21SE �• Design valid for use only wdh ete rs connector.This design n based only upon p ■■,�� ApplicabiGy of design parameters and proper incorporation of component is responsibility of building designer-not buss designer.&acing s own fj{ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 7777 Greenback Lane,Suite 109 Citrus Heights,CA,Lane, Su erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Safafety Information available from Truss Rate Institute.781 N.Lee Street Suon,quality control storage,delivery,erection and bracing, ite 312,Alexandria,Qua*Criteria, 314DSB-89 and SCSI BuBding Component 119.andsern Pine tSR turntseaaa spechhesst the delaga valuta orethese effective 0630112013 btAisc Job Truss Truss Type Qty Ply 3D R41832604 PL14-121_UP F03 Floor 5 1 _ Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr21 15:41:57 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-21ulMfVupIQFIZVHZATOR4TWSYngOmzFug?xtdzOQR8 I 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 I I 1-4-4 I Scale=122.2 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 • • 11.... o — _I N e e e • ,, 1_ 11 10 OM 8 3x4= 1.5x3 I I 3x4= 3x8 = 3x4= 3-11-12 I 2-84 13-34 13-104 II II 8-7-12 12-9-0 I 2-8-4 0-7-0 n-i-o n-i-8 48-0 0-'i-5 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edctel,(10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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) 1ONI0 jj.14,, FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 0% W2 W TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 � �� — BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12610/0,4-9-841/0,6-8=-123/255,6-9=444/0 *n ., c 'x trl NOTES 4-t 1)Unbalanced floor live loads have been considered for this design. err 2)Refer to girder(s)for truss to truss connections. 4963 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. �o D IST 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. ,{C� 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S1�NAL 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 Op� LOAD CASE(S) Standard 0, sC3N � / �\ 1.)1' <2..t.�9 87022PE 1' N y -oi, OREG.N c O 0S k NEck�P EXPIRES:06/30/2015 April 22,2014 e. e ARNASI-VeritydeaianrararaseaxsandREADt/7MMSOf/fl SASSfMh'SL=tE(NN?EKFIEFE7tEA ;AGE MIT 7473mc1123/2fr1dWORE USE '. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ,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 MiTele IX{T ek. 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/1911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if'Saaather,n Pine$SP)lumber is slsocifieat,the v esige values are thnsa effective 06/0112513 by ALSC Job Truss Truss Type Qty Ply 3D R41832605 PL14-121 UP F04 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 15:41:58 2014 Page 1 ID:SygD?CTgSFZSISNcS1ttIDzR3Xv-WVSga?WWa3Y6wjUT7u_d IOi3y711EmO6KIUP3zOQR7 1-9-0 I I 1-6-4 I I 2-4-12 I I 1-2-0 I I 1-4-4 I 1-3-0 I Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 II 3x6 = 354= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 f1 ii • = 09-411 i e ee o 14 13 7 11 10 9 3x4= 3x5= 3x6= 1.5x3 II 3x4= 354= I 5-2-0 I 12-0-12 I 5-2-0 6-10-12 Plate Offsets(X,Y): f5:0-1-8,Edoe1.H0:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:57 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 GOT 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:12-13. 14, REACTIONS (lb/size) 14=200/Mechanical,12=588/0-5-8 (min.0-1-8),9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) z0 1:0 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285/20,3-4=-285/20,5-6=-390/0,6-7=-390/0 SCJ O w Nl BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 +.J 4, ' " WEBS 4-12=387/0,2-14=328/0,5-12=-541/0,4-13=0/368,7-9=351/0 1.' Al`'' .)(� ,d Go) , , 115 NOTES N 1)Unbalanced floor live loads have been considered for this design. 4 2)Refer to girder(s)for truss to truss connections. IT 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 4 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 04 +�' 49639Q be attached to walls at their outer ends or restrained by other means. y4S1 5)CAUTION,Do not erect truss backwards. s10NALG LOAD CASE(S) Standard 4g_,..D PROP w,-,;,. €'� slimy 87022PE r %1 �41aER A s EXPIRES:06/30/2015 April 22,2014 4 a ®WW4JWIta".Vcdfyr1so',n;arsine2nandREAD ACIESDt1MIS AMInatCE0fITE!fFiE€E ENYEPAGEH .7413rexIra4f201 8E)fSE Design valid for use only with Merck connectors.This design is based only upon parameters shown,and is for an individual building component. '». Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control storage.delivery,erection and bracing.consult ANSI/T911 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informalion available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 8hwu errtf;;�aegsrlawnrrwvis ie�f„rieresgrvalue. .tt, rc 06/01/2015byALSC 9 Job Truss Truss Type Qty Ply 3D PL14-121 UP F05 FLOOR 4 1 R41832606 Pacific Lumber 8 Truss Co., Lake Oswego,Oregon Job Reference(optional) J 71:2s.1001 .510 st Jan 132014 Mi7ek Intlustries,Inc.Mon Apr 21 15:41:59 2014 Page i 2-312 Y9D?CTgSFZSjSNcSittIDZR3Xv-_h02nLX8KMgssl fhbVsZz2011 MDUehYL U2xVzOQR6 ID:SI I I 1 2 0 I I 1-0-0 I 2-6-0 I Scale=1:21.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= e 3 q 5 1.5x3 II _ � 6 7 _z, v N O N e� e �P 12 11 10 0 3x4= 1.5x3 II 9 3x4= 8 3x6= 3x4= 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Edge),(10:0-1-8,Edael 12-7 a LOADING(psf) SPACING 1-7-3 CSI TCLL 40.0 Plates Increase 1.00DEFL in 9-10 I/ 4800 PLATES GRIP TCDL 10.0 TC 0.49 Vert(LL) -0.142 9-10 >999 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 MT20 220/195 BCLL 0.0 Rep Stress lncr YES BCDL 5.0 Code IBC2012/TP12007 0'34 Horz(TL) 0.02 8 n/a n/a (Matrix) LUMBER Weight:56 lb FT=0%F,0%E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1204/0,3-4=-1204/0,4-5=1646/0,5-6=1646/0 ( BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 + I t WEBS 3-10=0/263,2-12=1310/0,6-8=1198/0,6-9=0/579,410=545/0 C) ,$ W �Y NOTES * G 1)Unbalanced floor live loads have been considered for this design. G } 2)Refer to girder(s)for truss to truss connections. �} 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. rd r 0 +.4.•49639 t, LOAD CASE(S) Standard ALIS IER c.��p'ti0 PRopS. 87022PE r' / cn (v Av y cq), OREGO 92 40 O'0�' eel �� g\a `S A. HERS EXPIRES:06130/2015 4 April 22,2014 aW4ROM-Vul xx ydesignraramtkrtdREA:DWTScNmpSAND; tg£GHHf£K REFEREMT PAGE MIL 1473rex 1/25/77/4 ?34ftjg£ 4 Design valid for use only with Mirek 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 �m 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 T fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DOB-89 and SCSI Building Component Mi"re nb* Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. IfSeutfisrn Fine ISP)lumber is specified,she design..values are These effective 06p01/203.5 bfif AL 7777 GIC reenback Lane,Suite 109 Citrus Heights,CA,95610 Job UP Truss Trussrty I1 Type Ply 3D R41832607 F07 (Floor Job Reference(ootional) IPL1 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:42:00 2014 Page 1 Pacific Lumber&Truss Co., Lake Oswego;Oregon ID:SygD?CTgSFZS1SNCS1ttlDzR3Xv-StaR?hYm5gog91 esFJ053j51emmFD7ehaeEbTxzOQRS 1-9-8 1-2-0 1_3-.4 1-6-0 1 2-5-8 1l 1-2-0 11 1-11-0 1 1 2 6-0 I 1 Scale=1:25.7 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 7 8 9 2 3 4 5 • e BA 1 7.S1•4111111111111111111W . ..:00444 - o N `'a12 11 r. 15 14 Ft 16 3x8= 1.5x3 II 1.5x3 II I 11-5-4 112-0-4112-7-4 I 14-9-4 1 4-6-8 0-7-0 0-7-0 4-6-8 1 5-1-81 0.7-0 1 3-0-4� I 2-8-8- 7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edge1,18:0-1-8,Eduel,114:0-1-8,Edae1,115:0-1-8.Eduel PLATES GRIP SPACING 1-7-3 CSI DEFL in floc) Vdefl Lid PLATT20 GRIP LOADING(0. TC 0.23 Vert(LL) -0.04 15-16 >999 480 TCLL 40.0 Plates Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 TCLL 10.0 Lumber IncreaseIncrYES WB 0.23 Horz(TL) 0.01 10 n/a n/a BCLL 0.0 Rep Stress Ina BCDL 5.0 Code IBC2012/fP12007 (Matrix) Weight:67 lb FT=0%F,0%E BRACING TOOMBER TTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except P CHORD 2x4 DF No.1gBtr(flat) end verticals. BOT CHORD 2x4 DF No.18Btr(flat) BOT CHORD id -tical directly applied or 10-0-0 oc bracing. 2x4 DF Stud/Std(flat) REACTIONS (Max Gr)ay 16.375M 6 375(LC 10),13icaI 706(LC 1) 0=240(LC 7)8) 10=225/0-2-4 (min.0-1-8) o 1 8) ONT o 1,141 ik FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q Rr11ut1r, -y, TOP CHORD 2-3=740/0,34=740/0,4-5=-740/0,7-8=-324/0 t9 tilirf`rYr . BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 i t w., f] L WEBS 2-16=729/0,5-13=594/0,5-14=0/446,7-13=499/0,8-10=364/0 y NOTES 1)Unbalanced floor live loads have been considered for this design. 1.. 2)All plates are 3x4 MT20 unless otherwise indicated. �.fJ© �763� � 3)Refer to girder(s)for truss to truss connections. GIS 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/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 4YSIoNAL-0 be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. �� P R QfF,s LOAD CASE(S) Standard moi' �N'k �� /0 c 87022PE �r N -7 -*),OREg. GNtisO SCI $' BER Q, C3 A. NER� EXPIRES:06/8012015 April 22,2014 ®WArdeffri.Verify design pram tug god REM/C TES ON MIS AND MAZES HOEK REFEkE/et"i PAGE#U 7 471 to 1,12S12Eid FEMME NI Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. MiTeK' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown fY! is o insure ereclateral tor.Additional individual bracing orf he bers only.vercall structuonal re isfihresponsibility oforary bracing f the building stability or general guidanceconstruction is the sre9arding of The 109 Citrus Heights,CA,95610 fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Qua*Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite Safety t from Truss theldst,t_ugneatr,ear ch�Ls€ese,veG6/611261 A Sa. (Job Truss( Truss Type (2 1 Qty Ply 3D PL74121_UP F08 Floor R41832608 Pacific Lumber 8 Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries, ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-w48pC0Y0s whnBD2o0YKcwe9A9z3yTvrplz90020QR4 I 2-6-0 1 1-0-10 11 1-2-0 i0-•}_r__11-2 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 H 1 2 3 4 5 6 ee 7 8 9 10 e e®- / i\\ ec / 1:7 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = I 11-6-10 12-8-10 11-6-10 1P-1-101 1 19-0-4 Plate Offsets(XY): 16:0-1-8,Edgel,f7:0-1-8,Edgel a7-0 0-7-0 6-3-10 I LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 0.80MT20 220/195 BCLL 0.0 Rep Stress Incr YES Horz(TL)) -0.48 15 116 >469/a 360 n/a BCDL 5.0 WB 0.67 0.07 11 n/a n/a Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER TOP CHORD 2x4 DF No.1&Btr(flat) BRACING BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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(lb)or less except when shown. 114 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 010N10 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 WEBS 2-17=1937/0,2-16=0/1323,416=685/0,4-15=28/296,5-15=-266/0,6-15=-69/599,9-11=1940/0,9-12=0/1285, (, , � t r 7-12=786/0 t)r NOTES - O 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. f 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSITTPI 1. d 4re 9 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 II+ ? c� 4> be attached to walls at their outer ends or restrained by other means. 0� IS1 E LOAD CASE(S) Standard � IL ' {? SONAL �'�� a PRo, . �N� �tiyGiNFF .--j Job Truss Truss Type Qty Ply 1 3D 041832609 Fbor 3 PL14-121 UP F09 Job Reference(optional) 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:42:02 2014 Page 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon ID:SygO7CTgSFZSjSNcSIttIDzR3Xv-OGiBQMZOdH2YPLnEMj3Z88BKvZ.IHhwB_1yjYgz04R3 11-0-14 II 1-2-0 I 1:1-1--1 2-6r0 l Scale=1:332 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1.5x3 II 3x6= ? 8 9 10 3 4 5 6e e TI 1 2_ o - e 40/r e\e _ N N / � e � \- e e A. 16 15 14 13 12 1 3x4= 3x8= 3x6 = 1.5x3 II 1.5x3 II 3x8= 3x4= 12-8-14 19-0-8 I 11-.14 7-000-7-0 I 6}10 I 11-6-14 Plate Offsets(X,Y): 16:0-1-8,Edgel.I7:0-1-8,Edgel 1 CSI DEFL in (lac) Udefl L/d PLATES GRIP LOADING(0. SPACING 1-7-3. TC 0.43 Vert(LL) -0.31 15 >735 460 MT20 220/195 TCLL 40.0 PlatesumbrIIncrease 1.00 R ) >468 360 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 BCLL 0.0 Rep Stress lncr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a Weight:86 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) BRACING TTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOOMBER P CHORD 2x4 DF No.1&Btr(flat) verticals. end BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid iadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) ,A'ONJO I FORCES (Ib)-Max. 3025/0Comp./Max. 3-4 Ten.-All forces 91 ,5 o6 less except when shown. d, SAS TOP CHORD 2-3=3025/0,3 4=3025/0,4-5=3791/0,5-6=3791/0,6-7=3457/0,7-8=-2992/0,8-9=2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 4 Q 6 WEBS 2-17=1940/0,2-16=0/1326,4-16=-687/0,415=25/297,5-15=265/0,6-15= C +S� f+69/600,9-11=-1943/0,9-12=0/1287, ,leis 7-12=789/043' Y, L'3 NOTES 1)Unbalanced floor live loads have been considered for this design. `' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 49639 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 d 'k �� be attached to walls at their outer ends or restrained by other means. '''tON L LOAD CASE(S) Standard ��ac0 P RQp cc.1Ncp ��G�N8�'7sJp1, 8702P 1- Nf I- --37 A)i3OREG N nz'O ' F4BER1\ EXPIRES:0613012015 April 22,2014 e 0 4 of 2€t€ l A Dein sign valid use o design Mi rs a d READ NOTES Gk n is It€'€la SITE C 1 PAS flit 7.73 c j Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of coemorary bracing mponent is responsibility of building designer-not truss designer.Bracing shownis for lateral NMI(erector.Additional peport of1rmanent ndividuaweb bracingmof thee overall structure atthepresponsibil responsibility ofithe building'lity during construction is the desiigner..For general guidancesponsibiflity regarding of the Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII QuaBly Criteria,DSI-89 and BCSI Building Component 77777s Greenbackea, L,ne, Safety Intorma8on available from Truss Plate Institute.781 N.Lee Street Suite 312,AAlexa13013a.bVyAA2L2 4. ifSauttierm Fine tSPIturafaer is specified,the,designti .res arehhase Job Truss Truss Type PL14-121 UP F10 Qty Ply 3D Floor 5 1 R41832610 Pacfic Lumber&Truss Co., Lake Oswego,Oregon o.ze- - ce o.tio a 7.510 s Jan 13 4 MiTek Industries,Inc.Mon Apr 21 15:42,03 2014 Page 1 1ID:Syg1:12CTOFZSjSNcSIttID sSFZdiaeOQwRaohLj P'SGoSF4GzOQR2l 1-2-4 I I 1-2-12 I 2-6-0 I 1 1-2-0 I I 1-3-0 I 1-6-0 I Scale=1:21.2 1.5x3 II 3x6= 3x5= 1.5x3 II 3x4— 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 6 y —��_w ' rii CA, `� YI—ice �� 14 ,— 12 11 ;�. 3x4= = 10 3x61.5x3 I I �x4 3x4= 3x4= 1- 1-5-4 8-.8 8--6 9- _ Plate Offsets X Y: 5:0-1-8Ed.e 10:0-1-8Ed.e 6-7-4 070 070 1 3-0-0 LOADING(psf) SPACING 1_7_3 LOLL 40.0 CSI DEFL in (loc) I/defl Lid Plates Increase 1.00 TC 0.22 Vert(LL) -0.05 11-12 >999 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00MT20 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL)Vert(TL) -0.070 11-12 >999 360 n/a 220/195 BCDL 5.0 Code IBC2012/TPI2007 0.53 0.00 9 n/a n/a (Matrix) LUMBER Weight:58 lb FT=0%F,0%E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING TOP CHORD Struvtural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=585/Mechanical,13=1259/0-5-8 (min.0-1-8),9=388/0-3-4 (min.0-1-8) Max Uplift 14=628(LC 4) Max Gray 13=1259(LC 1),9=388(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ��NSS414, TOP CHORD 2-3=0/824,3-4=-647/0,4-5=-647/0,5-6=-791/0,6-7=791/0 BOT CHORD 13-14=-824/0,11-12=0/791,10-11=0/791,9-10=0/494 C. tyQ � WEBS 2-13=738/0,2-14=0/1034,3-12=0/892,3-13=-815/0,7-9=-594/0,7-10=0/389 Y t' NOTES 'Z trS r �=, 1)Unbalanced floor live loads have been considered for this design. ,i,,, 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except d�O `i.41,...49639 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14, R =1b)14=628. 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 4 G be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. SINAI LOAD CASE(S) Standard 4'1/4t E. PRaf4: <0 c. *,NGIN k.-61, sic) 87022PE <' / oa g.-7 m-c'�,OREGO 29 /4/ . HES EXPIRES:06/30/2015 April 22,2014 ®IWtN -Ve'fydeai1np air-ersacdR€Aram.;TFSCNNTICS AMThaiiDEDKM(REFERENCIPAGE ma7>73 mg,I/2512014 BEWEItSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not fruss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the T 'M fabrication quality ty ontrol,storage,delivery,erection and bracing,consult anent bracing of the overall structure is the �bTANSI/TPI1 Quaity of the Bly Critg eria,DSBner -89 and BCSI Building Component Safely lnformafin available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. *m general guidance regarding H-hi If£ s Pine WI lumber is specie*,the design.vetoes are those effective l€/sli/28112 byA SC 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply 3D R41832611 g 1 F11 Floor ,b - - = 0•ti•n.1 PL14-121 UP 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:04 2014 Page 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon ID:SygD?CTgSFZSjSNoSIttlD2R3X4-Kepxg2bH9vs Inc.Mon 2014G 1 QR1 2-0-8 2-6-0 —I 2-5.4 '1____J.72.:---10Scale=1:22.3 3x4= 3x4 II 3x4= 1.5x3 II 1.5x3 II 7 115x3 II 3x4= 4 5 6 2 : 1 �f—y 11 •• N I dallig/1111 liggillillill Y �� 1:S. 11 10 3x8= 3x4= 3x4= 1.5x3 II 3x4= 3-11-12 4-0.8 2;— 0-7-0 0-7-0 0- • 4-8-0 9- . Plate Offsets X : 2:0-1-8 Ed.e 10:0-1-8 Ed.e PLATES GRIP SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATT20 GRIP LOADING(0. Vert(LL) -0.03 9-10 >999 480 Plates Increase 1.00 TC 0.22 Vert(TL) -0.05 9-10 >999 360 TCLL 40.0 BC 0.13 TCDL 10.0 Lumber Increase YES WB 0.22 Horz(TL) 0.01 9 n/a n/a Weight:58 lb FT=0%F,0%E BCLL 0.0 Rep Stress 12 (Matrix)BCDL 5.0 Code iBC2012/TPI2007 BRACING or 6-0-0 oc purlins, except LUMBER TOP CHORD Structural wood sheathing directly applied TOP CHORD 2x4 DF No.1&Btr(flat) verticals. rticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD ea did rtiadirectly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std(flat) 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) 8=146 LC 7),9=754(LC 8) fl .o Max Gray 12=321(LC 3), ( FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0$ f vt• , ;"O �J TOP CHORD 2-3=565/0,3-4=565/0,4-5=0/538,5-6=0/533 �' f r,j -- y BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 N WEBS 2-12=610/0,4-9=841/0,6-9=-452/0 NOTES 1)Unbalanced floor live loads have been considered for this design. "d 0 � J 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. '00d �' �,I 6 3)Provide mechanical connection(by others)of truss to beating plate capable of withstanding 100 lb uplift at joint(s)8. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i0`S410NAL;V' 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. Y'' � R aF�s LOAD CASE(S) Standard �4Co tC.Ne(�0ee s`o* 870 2PE r' N N r` -7_ '5. ©i,ORECi. N rye D 90 44B ER 1N A. }.1e. � EXPIRES:06/30/2015 April 22,2014 1A ifmnim Verity dusi/u parameters;Ad READ MIES C//7WS AM TICEMED WPC C PSFCRFM PAGE Mit 7473 re t individual5512014 building component. e A '`« Design valid fordes only with Miteka connecto rs.nco designotiis basedf onluponP `y{��eR bracing to insure stability during construction is the responsibility of the Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown erector.for lateral supporl pf individual web members bey-Additiunal temporaryof isfreAdditional permanent storage.ality control edeg dof elivery,erection rec ionstructure is the, consult bilA SI the building designer.r.So-general guidance grgardingCompo 777Carus r nba,kL,ne,Su Safety Information available from Truss Plate Institute,781dN.Lee Street,Suite 312.Alexandria.VVA 22314.'DSB-89 and BCSI Building Component 7777 Heights, CA,95,10ite 109 1r.Saushern..Pa rteitS61 lumber is aperitif the dssign.vatues asathosose effective 4%/001z013*MSC Job Truss Truss Type Qty Ply 3D R41832612 PL14-121_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:05 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-prNK2OcvwCQ6GoWp1scGmmpuonTQuNNQkwxM99zOQR0 2.6-0 I 1-9-8 I I 1-2-0 I I 1-3-4 I 1-6-0 Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 _ —77- '''.......„,,,,..„,..,,,,,,,,,,„...:_. b e e e 0 N e a: 10 9 8 3x4= 3x4= 3x4= 3x4= I 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(XV): 18:0-1-8,Edael,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'ONIO TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 ©$ O' WA$ WEBS 2-10=-738/0,5-7=-572/0,5-8=0/382 0 �., N' I a"J' NOTES .,,, . 01. r 1)Unbalanced floor live loads have been considered for this design. 1 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. /j r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 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 (� QIS'I'E�X" , be attached to walls at their outer ends or restrained by other means. 40NAL G ' LOAD CASE(S) Standard .. ��y5 p PR0Fe c,� �NGINr;F,9 870 2PE r' yp�-0j<OREG N r;: 41/ 044 BER 1 SA. H,E EXPIRES:06/30/2015 April 22,2014 1 A A mom€. 4erifydeslyn parameters uitd READ?ETES ON MOM MIXED ED/HIT£K,'sEFEREKE PAGE WT4473 rc&1/25/201t WORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. 0....,. 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 IY{�IQR* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quakily Crrteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tf Scut-here#rine OA lumber is cpoc eaft the de€fge waken am theta effective 06/131/20313 by ABC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury 1 ry raMDimensions are in ft-in-sixteenths. 11%h.. 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 SCSI. TOP CHORDS 1 rr 2. Truss bracing must be designed by an engineer.For 0-116" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Mill". (:::;0_ ILM41111,0211 p bracing should be considered. F ip, 3. Never exceed the design loading shown and never o_ stack materials on inadequately braced trusses. °O O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cls cs i cs a designer,ereCtion supervisor,property owner and plates 0-'ng' 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. connectorlates. THE LEFT. P 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 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 i� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 200pro012 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. ibliI Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. IMINNEF reaction section indicates joint111111.1. number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. 1' PE71.1 18.Use of green or treated lumber may pose unacceptable 1_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracin is not sufficient.9 9• ee BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 3T-0' I • J1 —T-7- JJULLiU 14, , r aPr ill J9 iii, Imo..\ It■�I IR i II LeAlIMINI NMI MINIM NMI III(04 I.1111V.1 II? a IEN a le JT II I��ij - \� Ia JsF aItij . IIaAll $ I LI J3 J2 se e� mol `1 `�•�s, I GARAGE ivy, I 37,E ,rte 1 .' ©Copyright CompuTrus Inc.2006 JERRYGON NW ISSUE DATE. ABOVE PLAN PROVIDED FOR TRUSS : 07/25/14 PLACEMENT ONLY REFER TO TRUSS CALCULATIONS AND ECT TITLE REVISION-1: ENGINEERED STRUCTURAL as LAN 3D D INFORMATION ALL LDING INFORMATION.ALBUL NON-TRUSS z. um DESIGNS C N CONNECTIONS OF RECORD ftr DRAWN BY' REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS t- / D TO TRUSS CONNECTIONS.BUILDING CHECKED BY DESIGNER/ENGINEER OF RECORD TO /ERY LOCATION: REVIEW AND APPROVE OF ALL , 3= COMPANY GARAGE LEFT I3CE _ REVISION-3: DESIGNSPRIORTOCONSTRUCTION. TR US S bbb 1/8" 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 1 3T-0i' 'r 1 'T AR AR C 11111 J1 1, CJ3 / ^ ^ te 12 J2 J3 J5 CJs /1 'N. 1 JO J7 —J7 Js Js Js Js � 1n a1 -17). NM mo P1 ID iir Ill o .A 44 * 'g i t s < J7 J6 i ' 12 Ala J 11:12 10c J1 1 A 16, 11111 ;}�� -_ � 11=1.immE• tip SJ3 eirr-Almito 12 rginsialmk SJ3 iii, ' ,O� •i► v - A k -11'-0i" I 3T4 •� 11 GARAGE ©Copyright CompuTrus Inc.2006 )ER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO DLYGON NW 07/25/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL ECTal TITLE REVISION-1: DRAWINGS FOR AU.FURTHER INFORMATION.BUILDING LAN 3D DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING ry y Y DESIGNER/ENGINEER OF RECORD TO CHECKED BY: TRUSS P 11 / D REVIEW AND APPROVE OF ALL /ERY LOCATION: (SCALE: REVISION-3: DARAGE RIGHT 1/8"= 1' DESIGNS PRIOR TO CONSTRUCTION. All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. A MiTek USA, Inc. l 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 TPiNVTCA 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). ,� JON, 2111j :',14t:::::13::::, s.$ pi ' 6 ' 1:,::44: :4 70 ' EXPIRES WO/15 IBC 2012 MAX MEMBER FORCES 4WR1DDFlrq=1.00 41-00-00 HIP-D SETBACK 6-00.00 FROM END WALL 1- 2=( 01 84 MEMBE -1640 5491 14- 3= 0 200 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3= -6334 1973 14-15= -1644 5489 3-15= -306 243 TC: 2x6 KDDF #1&BTR; 3- 4= -6221) 2152 15.16=-2605 7338 15- 4= -441 1714 2x6 KDDF #1&BTR T2, T3 LOADING 4- 5= 0) 0 16-17= -2821 7853 15- 6= -2321 1071 BC: 2x6 KDDF STANDR LL = 25 PSF Ground Snow )Pg) 4- 6= -5520) 1960 16-17=((((-2825 7338 6-16= -70 071 WEBS: 2x4 KDDF STAND TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 6- 7= -5528) 2804 17-18=(-2605) 5489 16- 6= -420) 325 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 7- 8= -7588) 2804 19-12= -1640) 5491 7-17= -420) 325 IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL 50.0)+DL 14.01= 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 9-100=(-55200) 1960 17- 08.18=(- 21) 668 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V ( ) 2370) 1070 10.11=(-6221) 2152 10-18= -441) 1714 N TC CONC LL( 416.7)+DL( 116.7). 533.3 LBS @ 10'• 0.0" 11-12= -6334) 19731 18-11= 447) 242 ALLLLE:FLAT2T4 BRACING AT EAS NOT UON. FOR TC CONC LL416.7)+DL116.7)= 533.3 LBS @ 31'- 0.0' 12-13= 0) 84 18-1 0) 200 TOP CHORD AREAS SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 20.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" 104 R1 3527V 11 R1 117H SIZE' SO.I5.64 KDDF(S 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. q0'- 0.0" -1049/ 3527V 71 OH 5.50" 5.64 KDDF ( 625 JT 2, 12: Heel to = MiTek MT series ICOND. 2: Design checked for net(-5 of) uplift at 24 "oc spacing. JT 2, 12: Heel plate corner = 1.50" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.167" MAX TLMAX CREEP LL DEFL = -0.436" @ 20'- 6.0" Allowed = 2.004" MAX TLCREEP MAX LL DEFL = 0.022' @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. TL DEFL = 0.214" @ 40'- 6.5" NOTE:Design assumes moisture content does • not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL 4.2,BCDLE2, Exp.B, MWFRS(Dir), ASCE 10, 9-11-11 (All Heights), 21-00-10 load duration factor=l.6 9-11-11 T T Truss designed for wind loads 5-01-033 4-04 0-06-08 4-11-15 5-06-06 5-06-06 4-11-15 0-06-08 4-04 5-01-03 in the plane of the truss only. T T '1 533.30# T T 633.30# 12 12 M-7x8(5) M 5x12 '"Z]6.0° 6.0°C=7' M 5x12q 5 M-8x8 7 y.25" M-8x8 9 r T9",,," T3 .. M-3x4 M -3x 4 cv oM 4x12 M 4x12 EO � li ' 2 1is 16 "17 g 9 1 3 0 M 145x3 M 4x10 0.25" 0.25 M 4x10 M-1.5x3 M18HS-7x14(S) M18HS-7x14(S) y y y y ),y y y 7-04-08 7-06-04 4-04 4-11-07 y y 4.11 07 4 04 7 O6 04 1-08 y 41 00 v,0) PRC? " 1 OB JOB NAME: POLYGON 3-D NH - Al Scale: 0.1587 (S `i ,//�/6�CS' 17 WARNINGS: GENERAL.NOTES,unless otherwise noted: - V i�i.. 1. Builder and erection contractor should be advised of all General Notes 1. buildingsdesign ms based Applicabn theility lity a parameters show parameters and for an ar.individual Truss Al and Warnings before we bracing mo commences. incorporation of component is the responsibility of the building designer. , 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at dp , 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �.. DES. BY' E E is the responsibility of the erector.Additional permanent bracing of continuouspsheathing such as plywood sheathing(TC)and/or drywall(BC). � OREGON�� t" the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �^ 4, "�` DATE• 9/5/2014 4. No load should be applied to any component until after all bracing and 5. Installation n assumes trusses are is the to bei used inthe a non-corrosive environment, , SEQ. : 6051164 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if p ��` TRANS ID: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. Y fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.metes ss hall be e with twjoiit d c bboth Iiaces of truss,and placed so their center 11111 IIII VIII 11111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. y Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.6(1L1-E 10.For basic connector plate deisran values see ESR-1311.ESR-1986(MiTekl LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION; TRUSS SPAN 41'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 #11,2x6 KDDF #1&BTR T2, T3 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1158) 2709 14- 3= 0) 136 BC: 2x6 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3153 1499 14-15=j-1160 2708 3-15= -151) 109 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2923 1500 15-16=(-1484 3432 15- 4= -326) 934 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5= 0 0 16.17= -1575 3699 15- 6= -1122) 557 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 7= -2558 1381 17-19= -1564) 3432 6-16= 367 BC LATERAL SUPPORT <= 12"OC. UON. 6- 7= -3560) 1764 18-19= -1264) 2708 16- 7= -230) 137 TOTAL LOAD = 42.0 PSF 7- 8= -3560) 1764 19.12= -1262) 2709 7-17= -230) 137 NOTE: 2x4 BRACING AT 24 OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.100_( 25580) 13810 1g-18=)-1122 367 557 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-2923) 1500 10-18=( -326 934 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-12=�-3150) 1498 18-11=(19 -152)))))) 107 OVERHANGS: 20.0" 20.0' 12-13= 0) 84 11-19=( 0) 136 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators:C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -388/ 1912V -118/ 118H 5.50' 3.06 KDDF ( 625 41'- 0.0' -388/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625 M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for nett-5 Ds_) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.240" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.413" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222' MAX HORIZ. LL DEFL = -0.070" @ 40'- 6.5' MAX HORIZ. TL DEFL = 0.102" @ 40'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 13 03-11 14-04.10 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10f 13-03-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T ss si r),5-01-03 4-04 3-05-092f0-14 5-06-06 5-06-06 00f43-05-09 4-04 5-01-03 load duration ffctortrus T 12 T 6 inuthedplaneeoffthewtrussoonly. 7 9 12 6.00 M-4x6 M-7x8(5) . 1‘ M-3x4 0.25" M-3x4 M-4x6 4 6.00 N -r --I) T3 6 7 y 6 r .. A$,M-3x4 0 3 + M-3x4 t` + 1 m 0 1 ee lki' we .« a M-3x8 M-1�5x3 M-3x8 4 151 .25" 0.257 18 19 A�3o M-3x8 M-1.5x3 M-3x8 0 y y y M-7 y(S) M-7x8(S) 4-11-07 4-04 7-06-04 7-04-08 y 7-06-04 y 4-04 y - -07 411 , y y y y 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A2 <<,,i0 PRdFNI S Scale: 0.1582 � s�© WARNINGS: GENERAL NOTES,unless otherwise noted: '0- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual L'' . !1 OPE -57 Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 «V I t r- 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 000, is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). 4M� ` 0 3.2x Impact bridging or lateral bracing where shown++ 44, SEQ. : 6051165 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, �� A_ EON A. TRANS I D• 407533 design loads be applied to any component. and are for"dry condition"of use. v� Z {k 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 /� ..44-- 0 �y j " ?-° *- necessary. A.,1_. fabrication,handling,shipment and installation of components. necessary. ` 6.This design is furnished subject to the limitations set forth by7.PlatesPshall be assumes ladequate one both faces drainage is provided.us �rl RIO- �� I IIIIII VIII VIII VIII III IIID 11111 IIII IIII TPI/WfCA in BCSI,copies of which will be furnished upon request, 6 es coincide with joint center liners of truss,and placed so their center MiTek USA.Inc./CompuTrus Software 7.6.6(1 L)-E 9. Digits indicate size of plate in inches. 10.For basic connector olate design values see ESR-131 1.ESR-1966(MiTek) TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS DURATION INCREASE = 1.15 1- 2=( 0 84 2-14=(-928 2668 3-14= -164 204 BC: 2x4 KDDF #16BTR LOAD SPACED 24.0" O.C. 2-2. 3=(-3079 1151-3079 14-15=(-768 2095 2430 14-14=�-543 3661 BC: 2x4 KDDF #188TR WEBS: 2x4 KDDF STAND " LOADING = 4- 5= -2321) 1029 16.17=(-818 2383 15- 5=(-264) 722 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0) 0 17-12=(-978) 2623 15- 7=(-226) 169 IC LATERAL SUPPORT <= 12"OC. UON. 5. 7= -20061001 7-16=(-226) 169 BC LATERAL SUPPORT <= 12 OC. UON. DL ON BOTTOM CHORD = 42.0 PSF 7- 9= -2006) 1001 9-16=(-264) 722 TOTAL LOAD 42.0 PSF 8- 9=( 0 0 16-101-524) 366 9-10= -2321 1029 10-17 -43) 351 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 19-10=(-2323 1151 10-17 -164) 204 ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-12= -3079 1188 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13= 0 84 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 M,M2OHS,M18HS,M16 (or =nMiTek prefix) = CompuTrus, Inc 0'- 0.0' -303/ 1912V -194/ 194H 5.50" 3.06 KDDF 625 = MTseries 41'- 0.0" -303/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625 [GOND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022• @ -1'- 8.0" Allowed = 0.167" MAX TLMAX CREEP LL DEFL = 0.171' @ 20'- 6.0" Allowed = 2.004" MAX TLMAX CREEP LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0' Allowed = 0.222° MAX HORIZ. LL DEFL = 0.074" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.123' @ 40'- 6.5" 0-04-08 0-00 08 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16 07 11 7-08-10 16 07'11 f - Design conforms to main windforce-resisting system and components and cladding criteria. 5-07-06 T 5-02-03 T 5 05 11 TT 3-10-05 ' 3-10-05 TT 5-05-11 f 5-02-03 T 5-07-06 '' Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 4 6.00 load duration factor=l.6 6.00 M 4x6 6 M 3x4 8 M-4x6 Truss designed for wind loads M-5x6(S) 7 in the plane of the truss only. M5x6(S) 0.25" 000. 5" 0 vo t" +; + M 1.5x3 t, M-1.5x3 1 0 of el . 17 14 ..,4- 14 10,25" 0.25'6 M-3x4 M-3x8/M 3x8 M-3x4 M-5x8(S) M-5x8(S) y y J, y y y 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 y y 1-08 41-00 1-08 01NE 4;96> JOB NAME : POLYGON 3-D NH - A3Scale: 0.1587 44/C5v 1/,/,r�iipi" WARNINGS: GENERAL NOTES,unless otherwise noted: '92 1 V!-E 1.Builder and erection contractor should be advised of all General Notes 1.This deg oms based only uponthe'dy efparamete parameters shown ensand is sforan ran individual Truss• A3 and compress before ntctton commences. incorporation of component is the responsibility of the building designer. Agiiilliiirri • 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,w^'°*/ma!. DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON (i: 4.No load should be applied to any component until after all bracing and 5.4.Design of truss meu trussesis the are responsibility n be aleedof the respertosevconctor.environment, ,�t S EQ• : 6051166 fasteners are complete and at no time should any loads greater thanA. and are for"dry condition"of use. L/�_7 " �� je ik- design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if t �y TRANS I D' 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. R R I -V fabrication,handling,shipment and installation of components. 7.Design asumes 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 TPIIWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1 X11111111111111111111111111111111111/iii�II� 9.Digits indicateinsize of platetein inch values _.......... MiTek USA.Inc.fC.OfT1DUTr11e Software 7.6.6(1 Ll-E 10.For basic connector olete depose alusee ESR-131 1.ESR-1988 fMiTe LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 40'- 9.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 45R/D3-13=(-100 WEBS: 2x4 STAND; SPACED 24.0" O.C. - 3=(((((( 8) 34 3-14=((-1095 2645 3-14=(--30) 188 2x4 KDDF STD A 2- 4=(-2852) 1500 14-15=(-1000 2406 14. 4= -20 351 LOADING 3- 4= -2852) 1500 15-15=((-1104 2070 4-15= -354 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5= -2299 1405 15-16= -1102 2327 14- 5= -356 725 BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6= 6� 0 16-12=�-1243 2498 14- 5= -250) 289 TOTAL LOAD = 42.0 PSF 7- 9= -1975 1311 7-15=(-250) 289 NOTE: 2x4 BRACING AT 24.00 UON FOR 7 9= -1975; 1285 9-15=�-365; 720 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 8- 9= 0 0 15-10= -492 292 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 19-12=(-2969 1377 10-16= -66) 313 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10-11=(-2765 1492 16-11=� -98) 231 OVERHANGS: 20,0• 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11'12=1-2869 1541 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans 40'- 9.0" -3560'- 0.0" / 1711VV -179/ 18OH 5.50' 2.75 KDDF (4 KDDF( 625) Connector plate prefix designators: 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc )GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series MXTILAL 0ILIMITS: 8.0TL=L/180 MAX LL DEFFLL == 0.0022 2" @ -1'-- 8.0"" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.207• @ 20'- 6.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.320" @ 20'- 6.0" Allowed = 2.656" 0-11-04 MAX HORIZ. LL DEFL = -0.085" @ 40'- 3.5" 0-11-04'r MAX HORIZ. TL DEFL = 0.120" @ 40'- 3.5" 19-11-11 NOTE:Design assumes moisture content does 1 0 0 19-08-11 not exceed 19% at time of manufacture. 5-07-06 5-02-03 5-05-11 3 03 09 T Design conforms to main windforce-resisting T 3 03 09 5 05 11 5-02-03 5-04 O6 system and components and cladding criteria. T 'rT Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 12 3X 12 /All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), X16.00 load duration factor=l.6 M-4X6 Truss designed for wind loads M-5x6(S) f 7 M-4x6 in the plane of the truss only. M-5x6(S) :1- +.0.25" 0 0.25"� o0M-1.5x3 M-1.5x3 1 + M 4x6 to �.� 13 1 1 ,.\* A o M-3x8 M-3x4 0.25" 0.255 16 *12 c, y M-5x8(S) M-5x8(S) M-3x4 0 y y J. y 8-04-03 7-09-04 8-09-01 y 7-09-04 y y 1-08 8-01-03 40-09 y 0i0 PROFe JOB NAME : POLYGON 3-D NH - A4 . Scale: 0.1594 A4 WARNINGS: GENERAL NOTES,unless otherwise noted: �� S.^ �. V` 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 individual0. and Warnings before construction commences, building component.Applicability of design parameters and proper C 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. a • t•` DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at �✓ DATE: 9/5/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the building designer. contin2x puous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' SEQ. : 6051167 4. No load should be applied to any component until after all bracing and 4. Installation act of Truss or the erespons ral bracing of the respective contractor. {mss F fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Cr TRANS I D: 4 07533 design loads be applied to any component. and are for"dry condition"of use. 7 , A_OREGON .. 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 -rT A. fabrication,handling,shipment and installation of components. necessary.7 /� �+ ,R 4, Z- I IIIIII 11111 11111 11111 11111 11111 11111 IIII Ilii 6.This design is furnished subject to the limitations set forth by Design shall be located on oc drainage is provided. V TPI/WTCA in BCSI,copies of which win be furnished upon request. 8.liners coincide withdjoint centertliness of truss,and placed so their center R c 1 t MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E9. Digits indicate size of plate in inches. 10.For basic connector slate desion values see ESR-1311.ESR-1988(MiTek) IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TRUSS SPAN 40'- 9.0" 1- 2=( 02 84 X- EM(ER6F) CES 9 DDF/Cq=1 291 LC: SPECIFICATIONS LOAD DURATION INCREASE = 1.15 12-- 2=((-3056 1179 9.10= -737 2328 9- 4= -209 552 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3- 4= -2909 1238 10-11= -408 1699 4-10= -679) 516 BC: 2x4 KDDF STAND;R 4- 5=(-2367 11592 11-12= -408)) 2169 10- 0= -679) 1059 WEBS: 2x4 KDDF STAND; LONDIOG 5- 6=(-2357 1171 12- 8= -975 2527 5-11= -421) 1034 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 7=(-2852 1304 11- 6= -652) 507 DL ON BOTTOM CHORD = 10.0 PSF 7- 7=(-2852 1237 6-16= -652) 495 IC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 12- 2=(-260) 332 OVERHANGS: 20.0" 0.0" BC LATERAL SUPPORT <= 12"OC. 0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) ** For hanger specs. See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 40'- 9.0' -248/ 1 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF 01 OH 5.50" 2.74 KDDF ( 625 625) ) LIVE LOAD AT LOCATION(S' SPECIFIED BY IBC 2012. Connector late prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. p C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc rar rt r' M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' A -1'- 8.0' Allowed = 0.167" MAX TLCREEP LL DEFL = 0.1 8 79" A 15'- 11.0' Allowed = 0 .222" MAX1.992" MAX TL CREEP DEFL = -0.333" 8 15'- 11.0" Allowed = 2.656' MAX HORIZ. TL DEFL = 0.114" 9 40'- 3.5" NOTE:Design assumes moisture content does not exceed 19`r at time of manufacture. Design conforms to main windforce-resisting 20 03 system and components and cladding criteria. 20-06 ,� � 6-08-04 6-08-04 6-10-07 Wind: 140 mph h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 6 08 04 1( (All(1Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-01-07 6 OB 04 ( 12 loadsduration urationdfactor l.6for wind �oads 12 M 4X6 - I6.00 Tin the plane of the truss only. 6.001/ 4.0" 5 ‘i'-a' M-5x8(5) '+� M 5x6(S) �c 1 0.25" 0.25" 44 ,c� j + M-1.5x3 o M 1.5x3 M-4x6 0 A o _ p T i1 12 *.g o .4% 2 9 10.25" 0.25 M-3x4 0000,-- M 3x8 M-3x4 M-5x8(S) M-5x8(S) y J, /, )' y y 9-02 7-05-08 8-02-08 ), y 8-05-08 7-05-08 40-09 WEDGE REQUIRED AT HEEL(S). � �O PR(1FeS 1 08 �,�; S POLYGON 3-D NH - A5 Scale: 0.1594 ` I N > JOB NAME : Qp� �- GENERAL NOTES,unless otherwise noted: WARNINGS: 1.Builder and erection contractor should be advised of all General Notes 1. buildingsdesign ms based only upo lily of arameterser show parameters and for an individual Truss: A5 and Warnings before construction on commences. incorporation of component is the responsibility of the building desgner. r• , 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ,;�» 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ¢ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlorheir le l(BC). �f OREGON�� Cr the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing reqof uired where shown++ I. 'Q y � P DATE: 9/5/2014 4.No load should be applied to any component until sitar all bracing and 5.Des4. ig�ntion of truss is the assumes trusses see responsibility us d rota non cocroave env ronment, ! ' SEQ. : 6051168 fastenersso are completeead at no time should any loads greater than and are for"dry condition"of use. design loads noapon to any and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if R,�-� TRANS ID: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Platees soalll bee loc tedl ebd on othliaces faceof truss,and placed so their center 1111111 11111 11111 11111 VIII IIID 11111 1111 IIII TPI/WlCA in BCSI,copies of which will be furnished upon request. y Digits indicate size of plate in inches. MiTek USA.Inc./CorrtouTrus Software 7.6.6(11..1-E 10.For basic connector slate desion values see ESR-131 1ESR-1988(MiTek1 LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-10=(-1559) 3939 10- 3=( -317) 970 7-15=(-254) 518 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4577) 1807 10-11=)-1445) 3617 3.11=( -781) 457 15- 8=(-242) 332 WEBS: 2x4 KDDF STAND; 3- 4=(-3233) 1253 11-12= -994))) 2849 11- 4=((( 0) 363 LOADING TOP CHORD = 32.0 PSF 5- 6=(-2238 1155 13-14= -408 1627 5-12= -29 2x4 OF STAND A 290 LL( 25.0)+DL( 7.0) ON 967 667 BC LATERAL SUPPORT <= 12"OC. UON. TT TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTOTALMCHORD LOAD = 42.0 PSF 7- 8=(-2821) 1303 15-19=) -974) 2528 13-= -78 214316=( -44-699 883 B- 9=(-2992) 1236 6-14=( -385) 1024 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -650) 500 *" For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)plate prefix designators: C,CN,CI8,C818 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF (625 M,M2OHS,M18HS,M16 = MiTek MT series 40'- 9.0' -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" it -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.234" @ 14'- 5.5" Allowed = 1.992" MAX TL CREEP DEFL = -0.427' @ 14'- 5.5" Allowed = 2.656" MAX HORIZ. LL DEFL = -0.107" 8 40'- 3.5" 20-06 20-03 MAX HORIZ. TL DEFL = 0.176" 8 40'- 3.5" '( '( '( NOTE:Design assumes moisture content does 2-09 5-10-04 5-10-04 6-00-08 6-08-04 6-08-04 6-10-07 not exceed 19% at time of manufacture. T T T T T T T T Design conforms to main windforce-resisting 12 M 12 system and components and cladding criteria. 6.00 V 4X6 a 6.00 4.0' Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t 6 ,'4' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 '�� M-5x6(S) Truss designed for wind loads in the plane of the truss only. M-3x a 0.25" M-5x6(S) It to v 0,25" 0 i ,M-1.5x3 M-3x5 r M-3x8 ItIC M-4x6 0 o aa 11 aa �'�sa aim = *'-- o 2 M-5x8 M 3x4 M-5x10 13 0.254 15 M-3x4 M-3x6+ M-3x6+ - 2.76 aa-2xwedge 2.755x6 M-5x8(S) 12 J, y ), 1, y y 1 ), ,, -05-08,, 5-10-04 6-01-12 y2-00y 8-00-07 8-00-07 8-02-10 y y1-0812 -05-08 12-00 2-00 24-03-08 y 1-08 40-09 JOB NAME : POLYGON 3-D NH - A6 Scale: 0.1594 c .�,�j{'iN(/ t'f�' E-,,' 6> WARNINGS: GENERAL NOTES,unless otherwise noted. (Z7 r r,r /f 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual °92$4P E f'+ Truss: A6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _. 'ice". DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 C1~ SEQ 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. "57 OREGON CC/ S E Q Design assumes trusses are to be used in a non-corrosive environment, /.".- 1, ,�tx A, TRANS I D: 407533 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6. Design assumes full bearing at alt supports shown.Shim or wedge if / "Q}+ �b - . S! 1 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is Provided. p R 4�� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in SCSI,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) LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 84 2-14=(-1853) 3909 14- 3=(-364) 963 BC: 2x4 KDDF q1&BTR SPACED 24.0' 0.C. 2- 3= -4566 2218 14-15=(-1717 3589 3-15= -762 437 WEBS: 2x4 KDDF STAND; 3- 4= -3238 1634 15-16=(-1286 2831 15- 4=) 0 362 2x4 DF STAND A LOADING 4- 5= -2585 1496 16-17=(-1035 2300 4-16= -722 339 LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6= -2171 1427 17-18=(-1012 2068 5-16= -380 979 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 18-19=(-1105 2328 5-17=(-993 465 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF 6. 8= -1985 1329 19-13=(-1245 2497 6-17=(-404 698 8-10= -274 276 LL = 25 PSF Ground Snow (Pg) 9-10=) 19800) 1280 7 18.18=7- )-202 300 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-2291))) 1379 10.18=(-365 704 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-27B4 1495 18.11=(.487 293 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-2968) 1544 11.19={ -68 303 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19.12=) -98 231 OVERHANGS: 20.0" 0.0" 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" -427/ 1908V -179/ 189H 5.50" 3.05 KDDF ( 6255 ** For hanger specs. - See approved plans 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625 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 M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.258" @ 14'- 5.5" Allowed = 1.992" 19-11-11 1-00-10 19-08-11 MAX TL CREEP DEFL = -0.412" @ 14'- 5.5" Allowed = 2.656' T ' 4' '1 MAX HORIZ. LL DEFL = -0.129" @ 40'- 3.5" 5-10-04 1-09-08 0-11-041- 3-03-12 5-02-02 MAX HORIZ. TL DEFL = 0.181" @ 40'- 3.5" 2-09 4' T 5-10-04 4' 1'3-03-12'0-11-'04 4' 5-05-10 4' T 5-04-05 NOTE:Design assumes moisture content does T T T T T T T T T T 4' 4' not exceed 19% at time of manufacture. 16-06-08 16-03-08 Design conforms to main windforce-resisting T T M-3x4 T T system and components and cladding criteria. 12 7 9 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 6.00 M-4x6 M 4x6 Q6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 M-3x4 8 0 Truss designed for wind loads in the plane of the truss only. 0.25" M-5x6(5) `- M-5x6(5)0.25" r C7‘. *. M 1.5x3 r 2 M-3x5 M M 3x8 �; M 4x6 0 illi +A o .� • as 15 aa i ::N A �-1 o 0 2 M-5x8 M-3x4 M-5x10 17 0.2516 M-3x4 *13 0 -..=I 2,756+ M 2 75+ 5x10 M-5x8(S) 12 aa-2xwedge 12 J' ) y ' , )' J' i' 2-05-0a 5-10-04 6-01-12 -G 8-05-04 7-09-02 8-01-01 ,, ),2 0), y 1-082-05-08 12-00 2-00 24-03-08 y y 1-08 40-09 0,0 PR OFe JOB NAME : POLYGON 3-D NH - A7 Scale: 0.1460 5 (NE `, WARNINGS: GENERAL NOTES,unless otherwise noted: �tl�`. w rn r+� ` r C� -57 A 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 "� .7L S PE tee Truss• A7 and Warnings before construction commences. building component.Applicability of design parameters and proper, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,,r' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES- BY: EE 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(6C). *mss, DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * r+ (,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. 'S7 OREGON 4./ SEQ. : 6051170 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Z. 1, \t' A. design loads be applied to any component. and are for"dry condition"of use. //+, i.. ('� TRANS I D: 407533 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 14, 2 fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate one dthi face i of sea. �ill :b,l �,. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located both faces of truss,and placed so their center I'1 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek( __ _......_..._._.. ...... ... LUMBER SPECIFICATIONS TC: 2x4 KDDF #18BTR TRUSS SPAN 41'- 0.0" LU 2x4 KDDFICATION LOAD DURATIONSINCREASE = 1,15 WEBS: 2x4 KDDF STANDIBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 969 SPACED 24.0" 0.0. TC LATERAL SUPPORT <= 12"OC, UON. 2- 3= -4594) 1730 16-16=84 (-1321) 3611 3933 13.16=(-764) 392 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0)LONDTOP CHORD = 32.0 PSF 3- 4= -3262; 1247 i6-17=� -9351 2852 16- 4=) 01 362 DL ON BOTTOM CHORD = 10.0 PSF ING 4- 5= -2608) 1110 17.18= 671 2321 4-17=(-722) 343 -300) 984 NOTE: 2x4 BRACING AT 24'OC UON. FOR TOTAL LOAD = 42.0 PSF 2094 5- 6= -219201085p19-20=� -828 2384 5-18=�-996 522 ALL FLAT TOP CHORD AREAS NOT SHEATHED 6- 78: -20051 1012 20.13=1 -982 2622 8-19 -1791 706 LL = 25 PSF Ground Snow (Pg) 8-10= -2010 1002 OVERHANGS: 20.0" BOTTOM CHORD FOR A 20 PSF LIMITED STORAGE 8-1p= 0 0 18- 8= -271) 158 20.0' LIVE LOAD AT CHECKEDON(S SPECIFIED BY IBC 2012. 10-11= -2325 1031 8-19= -179) 179 THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 11-12= -2872))) 1155 10-19= -263) 706 OVERHANGS: CN18teprefix designators: 13.14= -3078 1192 19-11= -519) 367 C M,MZOHS,MIBHS,M16 = MiTek MT seriesuTrus, Inc 13.14=( p1 84 11-20=( -45) 341 20-12=(-164 203 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES 0'- 0.0" -304/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 6251 41'- 0.0" -304/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) )_1i21ift at 2,_g o� VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 16-07-11 MAX LL DEFL = 0.217" @ 14'- 5.5" Allowed = 2.004' 7-08-10 MAX TL CREEP DEFL = -0.422" @ 14'- 5.5" Allowed = 2.672" 5-10-04 16-07-11 MAX TLMCREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" 1-09-08 3-10-05 0-04-11 2-09 5-10 04 ��- 5-02-02 0 1 f 11 33.1 '( MAX HORIZ. TL DEFL = 0.185" @ 40'- 6.5" 0-05 5-05-10 5-07-05 16-06 08 NOTE:Design assumes moisture content does 16-06-08 not exceed 19% at time of manufacture, 12 M 4X6 Design conforms to main windforce-resisting 6.00 D M-3x4 y7 M"8X4 9 M 4x6 12 system and components and cladding criteria. M-5X6(S) -��, M-5X6(5) Q 6,00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), 0.25" 0.25" load duration factor=1.6, 1 Truss designed for wind loads CV ,- al �� in the plane of the truss only. 0 I M-3x5 M-3x8 .4011111111 1 2 _„,,,,..„.;„,„,-.0... .,... 5x8 16 aaii'�� M M-5x10 16 O M-3x6+ -3x4 t .- .0 2 75 aa-2xwedge M-3x6+ M 5x10 0.2519 M-3x4 'V�ao 12 2,751. M-5x8(S) M 3x8 0 12 •05-0: 5-10-04 6-01-12 2-00 8-05-04 7-09-02 1.0:•-05-08 12-00 6-04.01 2-00 - -> 1-08 24-06-08 1-08 41-00 JOB NAME: POLYGON 3-D NH - A8 1-08 cc r A8 WARNINGS: Scale: 0.1450 �`�` r6V� Truss: A8 irV 0. 1 Builder and erection contractor should be advised of all General Notes 1GENERAL NOTES,unlesotherwise noted: Ail V 0 and Warnings before construction commences. This design is based only upon the parameters parameters shown and is for an individual �`�/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. p building component.Applicability of design and proper [y DATEDES. BY: EE 3.Additional temporary bracing to insure stability during construction assumes the top and bottom chords to be laterally braced at '92 0 11 r E : 9 is the responsibility of the erector. permanent bracing of 2.Designr /5/20142'o.c.and at 10'o.c.respectively unless braced throughout their length by '' the overall structure is the reg responsibility AdditionalRy of the building designer. continuous sheathing such as SEQ. : 6051171 4. No load should be applied to any component until after all bracingand 3.2x Impact bridging or lateral bracing plywood of tredhwhere ctive con and/ord contractor.(BC). TRANS 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, -40 , 4. Installation of truss is the responsibility of the respective contractor. I D: 407533 design loads be applied to any component. 5.CompuTpus has no control over and assumes no responsibility for the and ereassumfor es fullbearingatallsupports shown.Shim or wedge if 7'L" A.OREGON fabrication,handling,shipment and installation of components. 6.Design ,(� 1111111111111111111111111111111111111 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 6.This design is furnished subject to the limitations set forth by Design assumes necessary. provided. +,.� ,y y 14, �+1 a& TPI/WTCA in BCSI,copies of which will be furnished upon request. 8. Plates acoincide with shall be joint on both lines. fn drainage truss,and placed so their center -7 �y MiTek USA.Inc./ComouTrus Software 7.6.6(1 L)-E 9. Digits indicate size of plate in inches. { 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) IBC 2012 MAX MEMBER FORCES 4WR426F11118.023=13=(_155) 93 TRUSS SPAN 41'- 0.0" 1. 2=( 0 84 -X8ME) E309 16- 3=( 0) 148 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3= -4946) 2249 16-17= -1633) 3139 3778 3-17= -653-28 328 13-24=( BC: 2x46 KDDF q1&BTR; SPACED 24.0' O.C. 3. 4= -3506) 1641170 18-19= -1338)) 3304 17- -3281 157 2x6 KDDF STAND;&BTR T2, T3 LOADING F 5- 5= -2833 1501 19-20= -1435) 3423 18- 8= -339 1104 BC: 2x6 KDDF #1&BTR LL 25.0)+DL( 7.N) BN TOM CHORD 30.0 PS0 20-21= -1438 3354 18- 6= 921 505 ( 5- 7=( 0 WEBS: 2x4 KDDF STAND; DL ON BOTTOM CHORD = 10.0 PSF 6- g= -3358 1775 21-22= -1576; 3732 6-19= -267 756 2x6RKDDF #2 A TOTAL LOAD = 42.0 PSF 6. 9=(-3721) 1790 22-22= -1576) 3453 19- 8= -61 114 TC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-3473) 1776 23-24= -1256) 2707 20- 8= -687 363 SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 10-12= -2556 13840 24-14=-1253) 2708 21-29- -171 469 BC LATERAL 11-12= 0 9-22= -348) 128 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13= -2917 1504 22-10= 4) 363 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14= -3152 1490 19-22=( -34 1542 26 NOTE: 2x4 BRACING AT 24"OC UON. FOR 14-15= 0) 10-23=( -330) 937 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX 3=) BRG REQUIRED BRG AREA OVERHANGS: l0.t" 20.0" LOCATIONSNREACTIONS REACTIONSHORZSIZE RE UI. (SPECIES) RE) vert 0'- 0.0" -389/ 1I12S -118/ IONS 5. Q.I KDDF(S I25) ES) M-1.5x4 or equal at non-structural 41'- 0.0" -389/ 1912V 01 M-3x4 mem shown;bers (UOJts: -�+ x4 where no =3,17,21 r s s t ��»� Connector plate prefix designators: VERTICALADEFLECTION0LIMITS:@ - LL=8.0" TloL1180 wed = C,CN,C18,CN18t (or prefix) = orspuTrus, Inc MAX LL DEFL = 0.022" @ 1'• 8.0" Allowed = 0.167" M,M20HS,M18HS,M16 = MiTek MT series MAX TLCREEP MAX LL DEFL = 0.271" @ 20'- 1. 8" Allowed = 2.004" MAX TLCREEP MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0° Allowed = 0.222" MAX HORIZ. LL DEFL = -0.096" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.143" @ 40'- 6.5" 13-03-11 NOTE:Design assumes moisture content does 14-04-10 not exceed 19% at time of manufacture. 13-03-11 5-02-13 Design conforms to main windforce-resisting 2 11 3-02 3 0 4 2-03-0: 1-03 6-00-01 5-10-05 2-01-01 3-05-12 4-02-03 system and components and cladding criteria. 1-02-14 9-10-08 Wind: 140 mph,He h=22.5ft, TCDL=4 L=6.0, ASCE MWFRS(Dir 11 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-10-08 7 load duration factorl6 M 7x8(S) I` M-4x6 12 Truss designed for wind loads 0.25" 2 -;;Z:16.00 in the plane of the truss only. M 5x6 .44111M-3X8 I M 3x8 y 10 12 a ��Ik 6.001/ *Amp = 3 N o M 3x5 � �1~'-l-coco 4-3x10 f,��_! s[ '`�5oNIIN e �ee t7 IB as I+20 21 0.252 M 3x8 M-1245x3 M-3x8 8 o 2 M 6x6+ M 3x8 M 7x8 M-3x6+ M-3x6+ :=M-6x6 M 7x8(S) .a 2.75 aa-2xwedge 2.75 v 5-10-05 6-00-01 12 4-02-03 5 01 01 05-0: 3-04 3-05-12 2-08-12 2-00 5-10-05 1 08 27-00 2 00 1-08 ,�0 PROFe 1 08 05 08 9-06-08 41 00 1 OS `' rll ' /©� A9 Scale: 0.1571 -y, JOB NAME : POLYGON 3-D NH - � a�� ~- GENERAL NOTES,s unless based only upon tie noted: WARNINGS: design n and s building component.Applicability of desi n parameters and proper esi nano 1.Builder and erection contractor should be advised of all General Notes 1.Trhlo poral on of component s theerespons billy of parameters e bui dung dr angndivi individual A9 and Warnings before construction commences. ,r r , Truss: 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced length 1 3.Additional temporary bracing to insure stability during constructionc ntin end at 10'o.c.respectively unless ood sn sheathing(TC)end or drywall(BC)by OREGON�� ((f continuous t 10'oin9 such as ely DES. BY" o e responsibility of the erector.Additional permanent bracing of3.2x Impact � 14, �� the overallstructurebe is the responsibility compnfthentilladesigner.11rcin 5.Design Installation of utgs issheobe used required or lateral bracing a respective contractor. DATE: 9/5/2014 4.No load should applied to any component until after all bracing and 4. of truss is the responsibility of the respective contractor. 1 fasteners are complete and at no time should any loads greater thanand are for"dry condition"of use. �y SEQ, : 6051172 design loads be applied to any component. e•Design assumes full bearing at all supports shown.Shim or wedge if L TRANS I D: 407533 5.Compal n,has no control over and assumes no responsibility for the Design anecessassumes adequate drainage is provided. fabrication,is handling,shipmentandinstallation ocomponents. lines coincide with joint center lines. -- .. ........ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces o truss,and placed so their center TPIIWfCA in BCSI,copies of which will be furnished upon request, y Digits indicate size of plate in inches. 1111111111111111111111111111111 MiTek USA.Inc./ComouTrus Software 7.6.6(1 L)-E In.For basic connector elate design values see ESR-1311,ESR-1988(MiTekl LUMBER SPECIFICATIONS LU: 2x4 EF 2400F; 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x6 KFDF 01FT2, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-16=(-2436 8575 16-13=L-1542) 2221 23-13=(-319) 231 BC: 2x6 KDDF #18BTR 2- 3= -9812 2867 16-17= -2167 7520 3- 7= 063 208 13.24=( 0) 223 WEBS: 2x4 KDDF STAND; LOADING 3- 4=f-7287 2329 17-18= -1995 6479 17- 4= 0 363 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5= -6854 2395 18-19= -2441 7139 4-18= -425 213 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF b'- 0.0" TO 10'- 0.0" V TC LATERAL SUPPORT <= 12"OC, UON. TC UNIF LL( 100.0 +DL 28.0)= 128.0 PLF 10'- 0.0" TO 31'- 0.0' V 5- 7=(-6121) 2173 20-21=(-2524) 7376 18- 7= -1991 2882 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL50.0)+DL( 14.0 = 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8=(-7245) 2658 21-22= -2819 7927 7-19= -577 1499 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 0 250 9-10=(-7425) 2780 23-24= -1650 5500 20- 8=2972 22-23= -2601 7385 19- (- 1480 646 TC CONC NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 31'- 0.0" 10.12=( 5523 1969 24-14= -1646 5503 8-21= -366 932 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=( 0) 0 21-9 2= -340 392 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=(-6346) 2162 2-20= -648 299 OVERHANGS: 20.0" 20.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14-15= -6340 1980 22-23= -39 630 14-15=( 0) 84 12-23=(--448 105117 Connector plate prefix designators: AND TBOTTOM RDHCHECKIDEKED FOORAR 1OPSF LIVE-LOAD. TOP TONTLY. 12-23=( -448 1717 C,CN,CI8,CN18 (or no prefix) = Compries rus, Inc BEARING MAX VERT MAX REACTIONS BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS HORZ SIZE SQ.IN. (SPECIES) JT 14: Heel to plate corner = 1.50" 41' -'- 0.0" -10500.0" /33527V 3527V -117/ 117H 5.50" 5.64 KDDF 5.50" 5.64 KDDF ( 625) 625) ) ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.020" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.487" @ 20'- 1.8" Allowed = 2.004" MAX IL CREEP DEFL = -0.967" @ 20'- 1.8" Allowed = 2.672' MAX LL DEFL = 0.022' @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.177" @ 40'- 6.5" 9-11-11 21-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.293' @ 40'- 6.5" 3-02 0-06-11 2-05-04 5-10-05f 0-06-11 5-02-13 NOTE:Design assumes moisture content does -08- ( not exceed 19% at time of manufacture. 2-11 3-04 1 6 00-01 T T 5-00-02 4-02-03 (T f Design conforms to main windforce-resisting 9-10-08 system and components and cladding criteria. T s o 9-10-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 12 15M333Q# M-7x8(S) 533.3O# T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 7 12 load duration factor=l.6, M18HS6-5x165M-3x8 0.25" M-3x8 M-5x12 7 B 11 Q 6.00 Truss designed for wind loads k. N M 3x4 T3 10 in the plane of the truss only. a M-3x10 M-3x4 -c; + 3 c., M18HS-3x18 ,.s o 1�� a v e aaiS �� $ M 4x12 0, M18HS-7x14 M-3x4 M-4x8=M-10x10 20 21 M 3x6+ �2 23 24 `1. 5o M-3x6+M18HS-7x14 M-3x4 0.25 M-4x10 M-1.5x3 O - 2.75 aa-2xwedge 2.75 o M18HS-7x14(S) 12y y y 12 y -05-0 , 3-04 3-05-12 2-08-12y2-OO , 5-10-05 y 5-10-05 y 6-00-01 y 4-02-03 y 5-01-01 y1-08, -05-08 9-06-08 2-00 y y 2700 1, )- 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A10 �'�°p PRQF .' Scale: 0.1498 [[� /,I C10 WARNINGS: GENERAL NOTES,unless otherwise noted: .. f�}+"y// V�/+/', Truss• A 10 1. Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual 1.1 /5//V'9/ • and Warnings before construction commences. building component.Applicability of design parameters and proper ` 0 (}� ("' 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. / DES. BY' E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout their length by /' 9/5/2014 the overall structure is the responsibility of the building designer. sheathing such as plywood required sheathing(TC)and/or drywall(BC). , 041.111010* SEQ. : 6051173 4. No load should be applied to any component until after all bracing and 4. Installation stallx attionct bof Truss is thor te responsieral bility f the respective contractor. ; fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non- M TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. corrosive environment, �et�}ReaO t(f 5.CompuTros has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if l'.) +''� '11' 14 7 ,� ' (�� .1IA '�' fabrication,handling,shipment and installation of components, necessary. r clIPS IIIIII 11111 11111 VIII VIII 11111 VIII 1111 Ill 6.This design is famished subject to the limitations set forth by7.Design assumes adequatentedodrainage ioprovided. TPI/WI-CA in BCSI,copies of which will be furnished upon request. 8. lines coincide with joint centertliness of truss,and placed so their center ��„ MiTek USA.Inc./ComouTrus Software 7.6.6(1 Ll-E 9. Digits indicate size of plate in inches. 10.For basic connector plate desicn values see ESR-1311.ESR-1988(MiTelO 15.00.00 HIP SETBACK 3-06.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 LUMBER SPECIFICATIONS 15-00-00 GIRDER SUPPORTING 40-09-00 1- 2=(-7762) 1944 1. 9=(-1274) 5136 9- 2=( -62) 384 6.13=(-936) 3872 TC: 2x6 KDDF H1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3= -7440) 1918 9-10= -1272 5122 2.10= -388) 1478 13- 7=(-390) 1474 2x6 KDDF k1&BTR T2 3- 4= -5874) 1532 10-11= -2262) 8812 10- 3=( -944 3896 7-14=( -62 388 BC: 2x6 KDDF STANDR LOADING 4- 5= -9094 2392 11-12= -2296 8954 10- 4=S-3922 1070 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 5- 6= -5874 1534 12-13= -2296 8954 4-11=1 -506 2412 2x6 DF SS A 6- 7= -7438 1918 13-14= -1272 5122 11- 5=( -42) 188 TC UNIF LL 50.0 +DL( 14.0 64.0 PLF 0'- 0.0" TO 3'- 6.0' V 5-13=(-4024) 1092 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL) 68.8;+DL( 19.2)= 88.0 PLF 3'- 6.0" TO 11'- 6.0" V 7- 8= -7762 1944 14- 8= -1274 5136 12- 5=( -472) 2314 BC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL( 50.0 +DL 14.0)= 64.0 PLF 11'- 6.0" TO 15'- 0.0" V BEARING MAX VERT MAX-1 H(-4 BRG REQUIRED BRG BC UNIF LL( 4.4 +DL� 29.4)= 27.5 PLF 0'- 0.0" TO 15'- 0.0" V LOCATIONS REACTIONS REACTIONSHORZSIZE RE UI. (SPECIES AREARS BC UNIF LL( 484.4+DL( 329.4)= 813.8 PLF 0'- 0.0" TO 15'- 0.0' V 0 - 0.0" -1724/ 6979V -56/ 56H 5.50' 11.17 KDDF 625 NOTE: 2T4 OPACIOR ATEA UON. FOR TC CONC LL 72.9 +DL 20.4 = 93.3 LBS @ 3'- 6.0" 15'- 0.0" -1724/ 6979V 0/ OH 5.50" 11.17 KDDF ( 625 ALL FLAT TOP CHORD AREAS NOT SHEATHED TO CONC LL( 72.9)+DL( 20.4)= 93.3 LBS @ 11'- 6.0" Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240,. . TL=L1180 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.069" @ 8'- 11.7" Allowed = 0.704' MAX TL CREEP DEFL = -0.140' @ 8'- 11.7" = 0.939" 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.025" @ 14'-Allowed = Join together 2 ply with 3"x.131 DIA GUN ;; nails staggered at: MAX HORIZ. TL DEFL = 0.043" @ 14'- 6.5" 9' on in 1 row(s) throughout 2x4 top chords, NOTE:Design assumes moisture content does 9' oc in 2 row(sthroughout 2x6 top chords, not exceed las at time of manufacture. 9' oc in 2 row(s) throughout 2x6 bottom chords, 9' on in 1 row(s) throughout 2x4 webs. 8-00 10 3 05 it Design conforms to main windforce-resisting 3-05-11 ' T system and components and cladding criteria. 1-10-08 1-07-03 2-04-14 3-01-02 2-06-10 1-07-03 1-10-08 Wind: 140 mph` h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 T T93.30# 93.301 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6 12 V 10.00 Truss designed for wind 10. 0 V M-4x8 loads in the plane of the truss only. M 4x8 M-3x6 M-3x10 • 4 5 �O T2 'ic = _� M-3x5 M-3x5 0 Atp, o MM-5x10 M M-5x10 co A I - - �T -4- �st S c,) 1111 i 112 ,h - - �� I I �o ISI v �� I 13 14 �8 f f 1 x 9 10 0 o M-4x8 M-3x8 M-6x8 M-3x6 M-3x6 M-6x8 y y y y y y /, 2-11-06 1-04-03 1-08-12 2-09-10 1-08-12 1 04 03 3-01-02 y 15-00 WEDGE REQUIRED AT HEEL(S). s'° PR°Fe JOB NAME : POLYGON 3-D NH - B1 Scale: 0.3915 {, .5iir - WARNINGS: GENERAL NOTES,unless otherwise noted: ' ` ��1, r"G 1.Builder and erection contractor should be advised of all General Notes 1.This designg ms is based only upo lily of on thearameters shown ho ena and d is properr an individual fir// t-- Truss: 61 and Warnings before construction commences. bincorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,r,r;,�lpr! DES. BY' EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). > � QREGOND, DATE• 9/5/2014 tr the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 44 4.No load should be applied to any component until after all bracing and 4.5.Designon of assumes trusses are is the to be usedinthe a non-corrosive environment,, „/� d�}•.. �, " �(� S. ,,..; SEQ. 6051 175 fasteners o are complete and at no time should any loads greater than and are for"dry condition"of use. t2 S' design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if A� � , V TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 7.Des Design assumes adequate drainage is provided. fabrication,is handling,risshipment and ieslmitatioon os components.bn`s, be 6.This design is furnished subject to the limitations set forth by 8.?nets co ncilde with joent Centehlinesg of truss,and placed so their center ill VIII VIII VIII III III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. g Digits indicate size of plate in inches. MiTek USA.InC.JComDUTrU3 Software 7.6.6(1 Ll-E 10.For basic connector plate desmon values see ESR-131 1.ESR-1988(MiTek) LUMBER SPECIFICATIONS LU: 2x4 KDDF C1TIOfl TRUSS SPAN 3'- 6.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FOR-2=( O 02W4/ 0q=1.00 SPACED 24.0" 0.C. 2-3=( 8)) 7 42 2-4=(0)(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. 2-3=(-68 41 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 292V -23/ 81H 5.50' 0.47 KDDF ( 625) Connector plate prefix designators:) = Com1'- 10.9" -61/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 0.9' 0/ 30V 0/ OH 5.50" 0.051KDDF ( 625) Connector pla = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTBOTTOM OMTCHORD DHCHECKED KIDEFOR ORA1OPSF LIVE IVE•LOAD. TOP TOPTLY. VERTICAL DEFLDE = -0.002"0ILIMITS:-1'- 0.0" TL=L/180d MAXCLL = @ 0.0" Allowed = 0.133" 1-11-ti MAX TL CREEP DEFL = -0,003' @ -1'- 0.0" Allowed = 0.133" T f MAX BC PANEL LL DEFL = 0.004" @ 1'-'- 7.6"7Allowed = 0.129" MAX BC PANEL TL DEFL = -0.004" @ 1'- 9.0" Allowed = 0.172" 12 MAX BC PANEL TL DEFL = -0.004' @ 1'- 11.8" Allowed = 0.172' 10,00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2Qft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 o Truss designed for wind loads 0 0 in the plane of the truss only. 0 0 N N ,-f- 0 0 �.i O �- --X ►.14 M-3x4 A- ), y ), 1-00 3-06 'PROVIDE FULL BEARING:Jts:2,3,4I JOB NAME: POLYGON 3-D NH - BJ 1D PRpP Scale: 0.6793 c( e ray WARNINGS: GENERAL NOTES,unless otherwise noted: -a1 ti` M//N7 //yJ'. Truss: BJ 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 ✓ / l- and Warnings before construction commences, building component.Applicability of design parameters and proper �}� C"" 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. j DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at it►.' DATE: is the responsibility of the erector.Addtional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). / SEQ. : 6051176 4. No load should be applied to any component until after all bracing and 4. Install2x ationct bof truss ois the responsibility r lateral f the respective contractor. <�. ^ ry ) , fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive �� OREG©N ��` TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. environment, , 4, 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 .+N., 'Q�+ ,� ' �(�� t�" fabrication,handling,shipment and installation of components. necessary. V IIIIII 11111 11111 11111 VIII ILII VIII'III'III 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate both isotruss,provided. A TPIWA?CA in BCSI,copies of which will be furnished upon request. 8.Ines coincide with Joint centertliness of truss,and placed so their center ] 4�t,-. MiTek USA.Inc./CompuTrus Software 7.6.611 Ll-E 9. Digits indicate size of plate in inches. 10.For basic connector elate desion values see ESR-1311,ESR-1 988(MiTek) IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 3'- 6.0" -BE( 0) 72 4WRIDD) 0 TC: SPECIFICATIONSKDD #1&BTRLOAD DURATION INCREASE = 1.15 1-2-2=(•110) 78 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=( 10 0 BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. LOADING 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' -23/ 313V -43/ 139H 5.50" 0.50 KDDF625) OVERHANGS: 12.0" 5.7' 3'- 3.2" 0/ 42V 01 OH 5.50' 0.07 KDDF ( 625) Connector plate prefix designators:Com LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -97/ 132V 0/ OH .50' 0.17 KDDF ( 625) , ( = prefix) = CiesuTrus, 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.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUP{1ENTLY. MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100' 12 -/ MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.000' @ 3'- 11.7" Allowed = 0.047" 10.00 V MAX TL CREEP DEFL = -0.000" 8 3'- 11.7" Allowed = 0.063" MAX TC PANEL TL DEFL = 0.020' @ 2'- 2.0' Allowed = 0.396' ' MAX HORIZ. LL DEFL = -0.001' 9 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. rn Design conforms to main windforce-resisting o system and components and cladding criteria. o Wind: 140 mph h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 Lo co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor=l.6 o Truss designed for wind 0 loads tin the plane of the truss only. v PATALIIIIIIIIIIIIIIIIIIIIIIHII oo•� ►_' S►Z� M-3x4 f y 1,y y-00 3-06 0-05-11 1 )PROVIDE FULL BEARING:Jts:2,5,3) �C` 5,sa �"�pn P R aF� ,s JOB NAME : POLYGON 3-D NH - BJ2 Scale: 0.6557 " �r'�J y/1C5' `© WARNINGS: GENERAL NOTES,unless otherwise noted: ' / �t-.. 1. Builder and erection contractor should be advised of all General Notes 1.This designg is based only uponity efon the parameters shown and is sporan ran individual Truss BJ 2 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2. Design assumes the top and bottom chords to be laterally braced at �` 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�rf`r ...„; DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � OREGON�4� l"� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^V 4.No load should be applied to any component until after ail bracing and 5.Des4. allatn assun mes trusses a e russ is the to be the non corrosive environment, 4/Q +fr.�,, " rye(} ..4.r. S EQ. : 6051177 fastenersso are beomplete ad t no time should any loads greater than and are for"dry condition"of use. /11 design loads no on to any r and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if A. Ril,�� TRANS I D' 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. �I fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Platesnashall be located ebothlfaces of truss,and placed so their center I 111111 VIII 11111 11111 IIID 11111 I'll)Illi IIII TPINVECA in SCSI,copies of which will ba furnished upon request. 9 Digits indicate size of plate in inches. _................._... MiTek USA.Inc./CompuTrus Software 7.6.6(1 Ll-E 10.For basic connector elate desien values see ESR-1311.ESR-1988(MiTekt LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 #18,BC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=( 0) 72 2-5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-224) 187 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( 64 38 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" 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) Connector plate prefix designators: 0'- 0.0' -16/ 304V V -66/ 185H 5.50' 0.49 KDDF 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 37V 0/ OH 5.50" 0.06 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 5.2" -146/ 220V 0/ OH 1.50" 0.28 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.7" -43/ 67V 0/ OH 1.50" 0.11 KDDF 625; BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND 2 Dec;gn h k d for n t/-S pcf) uplift a_ t 24 op sp ,n� I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURR NTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.7" Allowed = 0.264" 12 j MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4' Allowed = 0.172" 10.00/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. rn Wind: 140 mph h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 o '� o 1All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 oad duration factor=l.6 co to inuss thedplaneed offor thewtrussd oads only. co co 4 irilmi o �m 5 Itiell M-3x4 y y y y 1-00 3-06 2-05-11 'PROVIDE FULL BEARING:Jts:2.5.3,41 JOB NAME : POLYGON 3-D NH - BJ3 ' �'� RR OF , Scale: 0.5261 �� C',5/jr, c!/© WARNINGS: GENERAL NOTES,unless otherwise noted: �2(y"- .0.4, /0 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' s{1�1 r�t5E f..: Truss: BJ 3and Warnings before construction commences. building component.Applicability of design parameters and pro per !92!OPE I 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building esigner. DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at /° is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in ere and/or drywall(BC). f� 11f ` 8 3.2x Impact bridging or lateral bracing where shown++ m SEQ. : 6051178 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. + fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .. -OREGON j' TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. r7Ap �'<✓ 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ' 'T}v' 14, Q . „ fabrication,handling,shipment and Installation of components. necessary. �� 6.This design is furnished subject to the limitations set forth by7.Design assumes be el adequate on both c drainage is provided. /lfiR 4 Lk- I Iillll VIII VIII VIII IIIA VIII VIII'III'III TPI/WTCA in BCSt,copies of which will be furnished upon request. 8.liners coincide with joint center lines.s of truss,and placed so their center MiTek USA.Inc./ComouTrus Software 7.6.6(1 L)-E 9• Digits indicate size of plate in inches. 10.For basic connector olate design values see ESR-1311.ESR-1988(MiTek) TRUSS SPAN 7'- 4.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1.2= 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR 3-4 -296) 256 SPACED 24.0" O.C. 2.3=` -94) 67 =( IC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 2.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.8" 0'- 0.0" -9/ 29W -82/ 221H 5.50' 0.47 KDDF 625 LL = 25 PSF Ground Snow (Pg) 3'- 3.2' 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625 Connector plate prefix designators:Com3'- 5.2" -197/ 290V 0/ OH 1.50" 0.37 KDDF ( 625 C M,M2OHS,M18HS,M16 ( = MiTek prefix) = CiesuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.2" -72/ 110V 0/ OH 1.50" 0.18 KDDF 625 = MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. .22,14-1r,r • r- 'rr t- ,-t r r• � , "r BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -/ MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" /121, MAX IC PANEL LL DEFL = 0.006" @ 1'- 11.4" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.006' @ 1'- 10.4" Allowed = 0.172" MAX HORIZ. LL DEFL = -0.003" @ 7'- 3.4" MAX HORIZ. TL DEFL = -0.003" @ 7'- 3.4" 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. rn Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=1.6Truss designed for wind loads ui in the plane of the truss only. crMr�d�f-0 1 A- y y y 1- 1-00 3-06 3-10-15 'PROVIDE FULL BEARING:Jts:2.5,3,4I JOB NAME : POLYGON 3-D NH - BJ4 Scale: 0.4597 �� 5//4 C9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4Z' ` o P L S" 1. Builder and erection contractor should be advised of all General Notes 1•This building omponen.Applicability is based of on theparameters parameters shown and profor per individual Truss: BJ4 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,.,.�Ilar , DES. BY• EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dein len(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -11 ective contractor. �, OREGON` (� ��tr SEQ. 4. No load should be applied to any component until after all bracing and 4.5.Desattntion of a sums trusses responsibilityaris the a o be ein the non corrosive environment, '.Lam©`�if��,, �' (�N S E Vit. : 6051179 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. '+ design loads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D• 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. illiCi RIO- 11 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 1111111111111111 TPI/k U Ain BCSI,copies of which will r furnished upon request. nes. y (ines Digits coincide sizeofnt plate inrinches. MiTek USA.IncJCo of 8 Software furnished L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTekl LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 6'- 0.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 20121MAX MEMBER FORCES 0WR6-5F(Cg0).14 BC2x4 KDDF STAND SPACED 24.0" O.C. 2-3=( 0) 72 2-6=(-29) 50 5-3=( 0) 2 2.4= --19 0 5-8=( 0) 0 3-8=( 0) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=� -24) 30 5.8=(-42 69 3-B=(-71) 43 LL( 25.0)+DL BC LATERAL SUPPORT <= 12"OC. UON. ( 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: 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 6'LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -42/ 302V -28/ 92H 5.50" 0.48 KDDF ( 625) Conner 8,CN18 (or no prefix) = CompuTrus, Inc 2'- 4.1" -128/ 85V 0/ OH 1.50' 0.14 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 1'- 4.4" Allowed = 0.091' MAX TL CREEP DEFL = -0.002' @ 1'- 3.7" Allowed = 0.121" MAX LL DEFL = 0.000" @ 5'- 3.8" Allowed = 0.157" 2-04-13 MAX BC PANEL TL DEFL = -0.013" @ 3'- 2.0' Allowed = 0.211" T MAX HORIZ. LL DEFL = -0.002" @ 5'- 3.8" 12 MAX HORIZ. TL DEFL = 0.002" @ 5'- 3.8" 10.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-4X6 i system and components and cladding criteria. �` in Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0 ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Djr), �' load duration factor=1.6, �, 1 Truss designed for wind loads o ,- M-3x4 r in the plane of the truss only. of Co Ai l _ m o '� M63x4 7 0 M-3x4 M-3x4 1-03-12 4-08-04 y y y y 1-00 1-05-08 4-06-08 y y y y 2-05-081-00 3-06-08 J, > 6-00 'PROVIDE FULL BEARING;Jts:2,4,81 R oite JOB NAME : POLYGON 3-D NH - CJ2 g- Scale: 0.4656 t�� /+ WARNINGS: GENERAL NOTES,unless otherwise noted: -_J V �J /© Truss: CJ 2 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r•�t� and Warnings before construction commences. building component.Applicability of design parameters and proper F.�' V C 'Sfr,,,,. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .,, DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DATE: 9/5/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the building designee continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). / SEQ. : 6051181 4.No load should be applied to any component until after all bracing and 4. Installation act bofrruss is thor te responsieral bility f the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, h TRANS I D: 40 7533 design loads be applied to any component. and are for"dry condition"of use. A-OREGON 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 4'7 fabrication,handling,shipment and installation of components. necessary. /� '9}+ 1 4, �� h�. i IIIIII VIII VIII'IIII VIII VIII'IIII IIII IIII 6.This design is furnished subject to the limitations set forth b 8.Pl tis shall be assumes ca ed one othifac a ioprovided. j� S- TPI/WrCA in BCSI,copies of which will be furnished upon equest. 8 nes co ncide with joint centertliness of truss,and placed so their center '+ [71>.��„ MiTek USA.Inc./ComouTrus Software+7,8,6(1 L)-E 9. Digits indicate size of plate in inches. 10.For basic connector slate design values see ESR-131 1.ESR-1988(MiTek) IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TRUSS SPAN 6'- 0.0" 1-012 0) 72 BER=(-RCE 90 R6-5=IDD =0)1 18 LC: SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-170) 21 2-6-( 53) 1169 6-5=(-120) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -25) 34 BC: 2x4 KDDF #1&BTR LOADING WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:BC LATERAL SUPPORT12.0"<= 12°OC. UON. TOTAL LOAD = 42.0 PSF O'- 0.0" -40/ 344V -41/ 123H 5.50" 0.55 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) 3'- 6.5" -99/ 70V 01 OH 1.50" 0.11 KDDF OH 5.50" 0.15 KDDF ( 625) 625) 0.0" 6'- 0.0" 0/ 92V 0/ Connector plate prefix designators:ComLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MC,M2OHS,MCN1818HS,M16 (or n= MiTekprefix) = CiesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. = MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1SPAC LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" 3-07-04 MAX TL MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.097' MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4' Allowed = 0.186" 12 -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" 10.00 V MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" 40 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 Design conforms to main windforce-resisting o system and components and cladding criteria. l$ o Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. 0 Q CD _ :: �I�01 a M-1.5x3 v 3'�' 0 ►zz 0-3x4 8 M-3x4 M-3x4 y y y 2-03-12 3-08-04 y y y 205 OBf' 1-00 y 3-06-08 `__ BE RINc'Utn:2 4 71 6-00 ��E P R OFe061 NAME : POLYGON 3-D NH - CJ 3 Scale: 0.5755 L� /6/i JOB o � WARNINGS: GENERAL NOTES,unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1.This building design based Applicability on the parameters shown ars and pforr an individual and Warnings before construction commences. incorporation of component is thef design eli responsibility of the building designer. Truss• CJ 3 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at stabilityduring 2'o.c.and et 10'o.c.respectively unless braced throughout their length by +,t/or! 3. the responsibility temporary of the to insure AdditionalconstructionC and/or d all BC DES. BY' E E is the fhe erector. permanent bracing of continuous sheathing such as plywood sheathing(TC)) ry ( )• OREGON ), the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r ^t SEQ DATE: 9/5/2014 4. No load should be applied to any component until after all bracing and 4.5.Design assuion mes trusses areruss is the ato be responsibility a non-corrosive environment, .,, `�Q y 7 ' t ��- S EQ. : 6051182 design are be applied complete and at no lime should any loads greater than and are for"dry condition"of use. V design loads be applied to any component. 6.Design assumes full bearing al all supports shown.Shim or wedge d 4,t RIO TRANS I D' 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. O- Thifabs tion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Mets coshall beincide loo joint d bothlfaces of truss,and placed so their center I 1111 11111 11111 II II 1111111111 VIII VIII TPIIWTIGA in BCSI,copies of whichow ill be furnished upon request. 9 Digits indicate size of plate in inches.s. MiTek USA.Inc./ComDUTfUs Sftware 7.6.6(1 LIE 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #18BTR BC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND 137 46 3-7= -185) 3-4= -59 SPACED 24.0" O.C. 1-2- 0) 72 2-6=( -95) 130 6-5= 2-3= -215 36 5-7=(-123) 167 5-3= 51 TC LATERAL SUPPORT <= 12"0C. UON. � 0 0) 18 BC LATERAL SUPPORT <= 12'0C. UON. ON TOP CHORD = 32.0 PSF LOADING ; LL( 25.0)+DL( 7.0) DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 30/ 375V 53/ 154H 5.50" 0.60 KDDF 625) Connec o CN18 (or no prefix) = CompuTrus, Inc 4'- 8.9" 84/ 88V 0/ OHH 1.50° 0.14 KDDF 626) M,M20HS,M18HS,(orM16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6' 0.0' -2/ 116V 0/ OH 5.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc soacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-09-10 MAX TLMAX CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.007" @ 2'• 3.8" Allowed = 0.281' 12 MAX TLMAX CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" 10.00 V 0 MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 Design conforms to main windforce-resisting o system and components and cladding criteria. o Wind: 140 mph{ h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o L� coload duration factor=l.6 Truss designed for wind loads Lo in the plane of the truss only. co Iii w •-s 7 -V .,y- � W M-3x4 '2 o 6 M-1.5x3 0 M-3x4 M-3x4 A- .1, y y 2-03-12 3-08-04 y y y y 1-00 y 2-05-08 3-06-08 (PROVIDE FULL BEARING.;Jts:2,4.71 6-00 y JOB NAME : POLYGON 3-D NH - CJ4R�F Scale: 0.5138 ' Dtt G(N, y�y,,N i' WARNINGS: GENERAL NOTES,unless otherwise noted: /5/// 1 Truss: CJ 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 w and Warnings before construction commences. building component.Applicability of design parameters and proper. "S71-' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building esgner. yoPEDES. BY EE 3.Additional temporary bracing to Insure stability dudng construction 2. Design assumes the top and bottom chords to be laterally braced atIs the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byc DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 2x x Impact m puous sheathing or suchr lateral as acing requirede scawhere shown own+d ywall(BC). I`.�' - SEQ. : 6051183 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility f the respective contractor. { fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, 'Cr TRANS I D° 407533 design loads be applied to any component. and are for"dry condition"of use. A_OREGON ((J 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 0'. .'1.).- 1 2,Ct A. fabrication,handling,shipment and installation of components, necessary. V ' IN VIII HI VIII VIII VIII VIII(III(III 6.This design is furnished subject to the limitations set forth by 7.Designlaeshall be located con both thifac a io Provided. TPIM?CA in BCSI,copies of which will be furnished upon request. 8 nets co ncide wh jont enter I faces of truss,and placed so their center n 1 {�,. MiTek USA.Inc./CompuTrus Software 7.6.611 L)-E 9. Digits indicate size of plate in inches. 10.For basic connector slate desion values see ESR-131 1.ESR-1988(MiTek) IBC 2012 MAX MEMBER FORCES 4WRIDDF1Cq=1.00 TRUSS SPAN 6'- 0.0° B-22( 0) 72 E-BE(-FOR) 175 6-5=(/DD 0) 18 ICSPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-250) 55 2-6=(-150) 275 6-5=( 0) 18 IC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 3-4=( -57) 66 5-3=(•250) 251 BC: 17 2x4 KDDF STANTR WEBS: 2x4 KDDF STAND 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 398V -66/ 185H 5.50' 0.64 KDDF ( 625) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 5'- 1'- 7.5" -21/ 108V 0/ OH/ 142V 0/ OH 5.50" 0.237 KDDF 3 KDDF ( 625 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = rus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 Psf) uplift at 24 "Sc spacing. M,M2OHS,M18HS,M16 = MiTek MT seriesries VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5° 5-11-11 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. ►j Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph{ h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-t0, 10.00 V (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. 0 M-4x6 ,- c, in 0 O (.D 110 w c., At.... ...7_� 7/- i1�il�mi M-3x4 o M-1.5x3 O/- W52.4 N 6cs O M-3x4 M-3x4 b 2-03-12 y y 3-08-04 (PROVIDE FULL BEARING;Jts:2,7,4( ), ), J• * 1-00 , 2-05-08 3-06-08 y 6-00 ,cO PROres POLYGON 3-D NH - CJ 5 Seale: D.42°' ,�� ti` l5�1 ' �� JOB NAME : b GENERAL NOTES,unless otherwise noted: ' les C WARNINGS: 17 This 1.Builder and erection contractor should be advised of all General Notes 1. building tion of componentd Applicability the parameters shown and for oran per individual T r u s S: CJ 5 „Agov,e• and Warnings before construction commences. incorporation of is the m sibddy of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at " ' 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c,respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(C). pLal, OREGON V� l Cr the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "V DATE: 9/5/2014 4.No load should be applied to any component until after all bracing and b.Installation assumes trusses are is the o be responsibilityeroof ta non-corrosive veoenvironment, ' EG 14 'I() (N'�. SEQ. . 6051184 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. design loads has no controlon to any over and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if � ` TRANS I D• 407533 5.d CompuTrus no d and component. no responsibility for the necessary. Y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates coincidel be located tjedt on bothliaces of truss,and placed so their center (IIII VIII VIII VIII VIII VIII VIII 1111 1111 TPI/WfCA in BCSI,copies of which will be furnished upon request 9. Digits indicate size of plate in inches. MiTek USA.InciCo of s Software furnished (1 L)-E 10.For basic connector slate design values see ESR-1311.ESR-1988 Mak) LUMBER SPECIFICATIONS TC: 2x4 KDDF N16BTR TRUSS SPAN 6'- 0.0" BC: 2x4 KDDF #1&#18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 1-2=( 0) 72 2-7=(-115) 173 7-6=( 0) 18 2-3= -257) 55 6-8= -}50) 223 6-3=( p) 51 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4= -177) 84 3-8=(-248) 167 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 4-5= -85) 0 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 1q,1» TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. o(SPECIES Connecto CN18 (or prefixno prefix) = CompuTrus, Inc 5'- 7.5" -15/ 140V -74/023OH 5.50" 0.22 KDDF ( 625 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -172/ 271V 0/ OH 1.50" 0.35 KDDF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTBOTTOM OMTCHORD DHCHECKED KIDEFORAR 1OPSFDS LIVE LOAD. TOP NON-CONCURRENTLY. ICOND 2• D sign check d for n ( M_TS: LL=L/24 , L= 180 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX MAX TLCREEP DEFL = -0.009° @ 2'- 3.8" Allowed = 0.339" 7-02-01 MAX LL DEFL = -0.005" @ 7'- 2.1" Allowed = 0.117" 6 MAX TL CREEP DEFL = -0.006" @ 7'- 2.1" Allowed = 0.157" MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5' MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does /10.00 not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C; load duration factor=1.6 Lo Truss designed for wind loads �, in the plane of the truss only. c:, Ln r; libillb._ ch o 1 A- Y y y 2-03-12 3-08-04 1-00 , 2-05-08 4-08-09 Y A 6-00 1-02-01 !PROVIDE FULL BEARING;Uts:2.8.4i JOB NAME : POLYGON 3-D NH - CJ6 ��QfiF Scale: 0.3552 r C�� WARNINGS: GENERAL NOTES,unless otherwise noted: .. '7/5//r y ) V//yj', Truss: CJ 6 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 �y ✓r�Jp/ • and Warnings before construction commences. building component.Applicability of design parameters and proper `9241OPE �}"' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE:: 9/5/2014 the overall structure is the responsibility of the building designer. continImpact uous sheathing such as plywoodrequired where sheathing(TC)and/or drywall(BC). 1/�' SEQ. : 6051185 4. No load should be applied to any component until after all bracing and 4. Installation bof truss is ther tresponsibility bit ty f the respective contractor. a�a» 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, OREGON �`A' TRANS I D: 40 7533 design loads be applied to any component. and are for"dry condition"of use. cci 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �/© '�y ' , (� �' fabrication,handling,shipment and installation of components. necessary. I IIIIII 11111 11111 11111 VIII VIII 11111 1111 lIII 6.This design is furnished subject to the limitations set forth by7.Pl tes shall be assumes on both is rovided. /j TPI/WTCA in SCSI,copies of which will be famished upon request. 8 liners coincide withdjoint centertlines. of truss,and placed so their center "' ` R 4 MiTek USA.Inc./CompuTrus Software 7.6.6(11_1-E 9. Digits indicate size of plate in inches. 10.For basic connector elate desion values see ESR-1311.ESR-1988(MiTek) IBC 20121-2=( 0) MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSSDURATION SPAN E INCREASE 0.1. 2-2=(•300) 55 2-7=72 (-132) 268 7-8 6=( 0)018` T BC: SPECIFICATIONS S LOAD P . " 0 0 1.15 3-4=( 304) 141 = 230) 1471 E: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=(-297) 0 BC: 2x4 KDDF #1&BTR WEBS: 2x4 KDDF STAND 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. TOTALLOAD DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA(= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES 0'- 0.0' 341 340V -81/RIONS 5.50" KDDIF ( 625 OVERHANGS: 12.0" 28.5" LL = 25 PSF Ground Snow (Pg) 5'- 7.5' 01 138V 0/ OH 5.50" 0.22 KDDF ( 625 5'- 17.5' -318/ 138V 0/ OH 5.50" 0.22 KDDF ( 625 Connector plate prefix designators:) = ComLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �'r r_ r r ,.r " r- - . , ' " '1. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TLMAX CREEP LL DEFL = -0.079" @ 8'- 4.5" Allowed = 0.237' MAX TL CREEP DEFL = -0.096" @ 8'- 4.5" Allowed = 0.317" MAX TC PANEL TL DEFL = -0.022' @ 4'- 8.0' Allowed = 0.425" 6 04-08 T MAX HORIZ. LL DEFL = 0.008" @ 5'- 7.5' MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5"x 5 gguassumes not Eexceed 19% attime lofumanufacturedoes Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.00 oad duration factor=1.6 %( in designed theplaneofftheor wloadsind truss only. 0 to co 0 N 0 co M-4x6 1161111m.._ M BCD vt iiiApi ....... an o M-1.5X3' 0 - N M73x4 0 o M-3x4 M-3x4 A- 2-03-12 3-08-04 y ), 1, y 1-00* 2-05-08 5-11 y y 6-00 2-04-08 'PROVIDE FULL BEARING;Jt5:2,8,41 ��4�� PRQFFS JOB NAME ' POLYGON 3-D NH - CJ7 Scale: 0.3175 PROF 7 I- GENERAL NOTES,unless otherwise noted: . 921/0 f`1- WARNINGS: .2 1.Builder and erection contractor should be advised of all General Notes 1. building designmponent Applkabildy designtparemshown ers andss for an proper individual J and Warnings before construction commences. b ilding incorporation of componentnis the of espar ofm the buildingndesigner. , o Truss: CJ 7 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at `ramA+ ofillpills," .4 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -411 Cr' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON j DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^V 4.No load should be applied to any component until after all bracing and 5.4.Desallan ion of truss mes trusses are responsibility nbesi osedooh respective non-corrosive ntraconment, 17 +9�.+ ,� " 90 �� S EO. 6051186 fastenersso are beomplete ad t no time should any loads greater thanand are for"dry condition"of use. design loads oapplied to any and asent. 6.Design assumes full bearing at all supports shown.Shim or wedge if � ,.�' TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. 7.Design assumes adequate drainage is provided. fabrication,eiis frnis,edismenct andie limitationsiton oset ants, 6.This design is furnished subject to the set forth by 8' Poets lbe joent center liners of truss,and placed so their center TPIIWfCA in BCSI,copies of which will be furnished upon request. --- 9.Digitsscoincidendsize of platein Innes. ----- I IIIIIIIIIII HI II 11111 IIIII IIIII IIII IIII MiTek USA.Inc./ComouTrus Software 7.6.6(1 L1-E 10.For basic connector slate design values see ESR-1311.ESR-1988(MiTek) LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF kt&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 1-2=( 0) 72 2.4=(0) 0 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-68) 88 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -110/ 304V -15/ 62H 5.50" 0.49 KDDF ( 625; Connector plate prefix designators: 1'- 1.7" -64/ 126V 0/ OH 1.50" 0.20 KDDF 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'• 0.0" 0/ 48V 0/ OH 5,50" 0.08 KDDF ( 625) M,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. �DOND 2 Design h k d for n t(�pcf)yolift at 2q oc�pa ,nn BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.9" Allowed = 0.063" MAX TC PANEL TL DEFL = -0.001' 6 0'- 8.9" Allowed = 0.094' MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" 1-02-07 MAX BC PANEL TL DEFL = -0.019' @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000' 6 1'- 1.7" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.7" 10.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 1140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /- -/ load duration factpos;d6 Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. 0 CO 0) .' o m o N O 7 CV O ►.4 M-3x4 A- ; y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4' 6-00 JOB NAME : POLYGON 3-D NH - J1 aPRO 0 Scale: 0.6702 �• �;(�► n/ WARNINGS: GENERAL NOTES,unless otherwise noted: {V ti $/5//1' V .' 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �• .9 ,r�ty - Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper lli 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and vely chords to be laterally braced at �/ire is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " '' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;;/*aA I�, ' 9 3.2x Impact bridging or lateral bracing required where shown++ >- 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S EQ 6051187 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}_OREGON � Al z."I D: 407533 design loads be applied to any component. and are for"dry condition"of use. "7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q +/ }''r ,�4 t�Q ^S. fabrication,handling,shipment and installation of components. necessary. c.J " h` 6.This design is furnished subject to the limitations set forth by7.Designlaesshallassbe os ca ed onne oc drainage is provided. `�` `- 11111111111111111111111111111 8. Plates be located both faces of truss,and placed so their center PRO*** TPIM?CA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA.InC./CompuTrus Software 7.6.6(1 L)-E 9. Digits indicate size of plate in inches. 10.For basic connector slate design values see ESR-1311.ESR-1988(MiTek) TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER(FORRCE72 2W4/DDF /CCq=1.00 TC: ) 2x4 KDDF #1&BTR LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2=(-60) 78 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES DL ON BOTTOM CHORD = 10.0 PSF 0'. 0.0' -41/ 304V -28/ 92H 5.50" 0.49 KDDF ( 625) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 2'- 4.1" -125/ 112V 0/ OH 1.50" 0.18 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pp) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IcOND 2 Design rh2rkad for net( p3f) uollft at 94 "oc soaping M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.7" Allowed = 0.168" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.8" Allowed = 0.252" 2-04-13 MAX BC PANEL LL DEFL = 0.008' @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.024" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.1" 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 M Truss designed for wind loads in the plane of the truss only. .4- c-.) N 0) O N O M Ch rf -4- -/ ►�4 of- ►ice M-3x4 y y y 1-00 )PROVIDE FULL BEARING'Jts:2.3.41 6-00 ,c,`EO PROP JOB NAME : POLYGON 3-D NH - J2 Scale: 0.6505 r 5/! ) /`�- WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' S P E c' J2 1. Builder and erection contractor should be advised of all General Notes 1.This building designis based Applicability on the oparameters shown and is for an and proper individual Truss: J 2 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,,ad`r; ar DES. BY° E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlorheir le l(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,,y /j OREGON ((/ SEQ. 4.No a load should bem tete applied to any time should until after all bracing and 4.5.Designta n of truss is the assumes trusses are to be usedlin a non-he corrosive environment, ^F,Q,J " \ S_ S EQ. : 6051188 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. V ! hT'- design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if r TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. 41R t LV fabrication,handling,shipment and installation of components. 7.Design asumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 1IIIIIIVIII VIII VIII VIII VIII VIII)III)III TPI k U A in BCSI,copies of which will be furnished upon request. 9 (Digits indicate with size toint of plate in center lines.MiTek USA.Inc./CofnguTflls Software 7.6.6(1 Ll-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTekt LUMBER SPECIFICATIONS TC: 2x4 KDDF 16BTR TRUSS SPAN 6'- 0.0" BC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC LATERAL SUPPORT <= 12"OC. UON. SPACED 24.0" O.C. 1-2=( 0) 72 2-4=(0) 0 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 2-3=(-83) 76 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0,0' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES Connector plate prefix designators: = Com 0'- 0.0" -28/ 336V -40/ 123H 5.50' 0.54 KDDF ( 625; C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 6.5" -126/ 129V 0/ OH 1.50" 0.21 KDDF 625 M,M20HS,M18HS,M16 = MiTek MT series 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.091 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ucSaY�G: Oesian ch k d for n t(�` G-sf)s.ohft at 24 o�ypaci�a VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLMAX LL DEFL = -0.002" @ -1'-CREEP 0.0" Allowed = 0.100" 3-07-04 MAXLL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.097' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.018" 6 1'- 12,0" Allowed = 0.273" 12 MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 10.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.5" -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.5' 0NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Nu- load duration factor=l.6 •,- Truss designed for wind loads N O o in the plane of the truss only. CM ..d- el r/-- vi O ' 111, 11 ��4 -- M-3x4 /- J, ) 1-00 !PROVIDE FULL BEARING:Jts:2,3,4] 6-00 y iik0JOB NAME: POLYGON 3-D NH - J3 p��>r Scale: 0.6005 `�'� (N ��0 WARNINGS: GENERAL NOTES,unless otherwise noted: f1/)E Truss• J 3 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 (/ and Warnings before construction commences. building component.Applicability of design parameters and proper �] p c 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. •92 �r` �{ DES. BY: E E 3.Additional temporary bracing to insure stability during constructionAlle2. Design assumes the top and bottom chords to be laterally braced at DATE: 9/5/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by //�/, the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or d / SEQ. : 6051189 4. No load should be applied to any component until after all bracing and 4. Installatioactnofrruss ors the eresponsiral bility of the respective contractor. all(BC). ,r fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1" # r..� ' TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. A- E OREGON 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 4.0 -$7 fabrication,handling,shipment and installation of components. Decessary. �''© �"" ,� ' �(�'� �" IIIIII VIII ILII VIII ILII VIII VIII IIII IIII 6.This design is furnished subject to the limitations set forth by 8.Pl tes assumelocated uone othifage io truss,a TPIM?CA in BCSI,copies of which will be furnished upon request. 8 Ines coincide with joint can erhliness of truss,and placed so their center Cy,t MiTek USA.Inc./CompuTrus Software 7.6.6(1 Ll-E 9. Digits indicate size of plate in inches. r7 L 10.For basic connector slate desion values see ESR-1311.ESR-1998(MiTek) ....................... IBC 2012 MAX MEMBER FORCES aWRIDDF/Cq=1.00 TRUSS SPAN 6'- 0.0" E.BE( 0) 72 4WR/DD) 0 LC: SPECIFICATIONSKDDLOAD DURATION INCREASE = 1.15 1-2=(-100) 96 BC: 2x4 KDDF R1BTR SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.iN, SPECIES) BC LATERALAG : SUPPORT1 . <= 12'OC. UON." DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -23/ 370V -53/ 154H 5.50" 0.59 KDDF ( 625) TOTAL LOAD = 42.0 PSF 4'- 8.9" -118/ 149V 0/ OH 1.50" 0.24 KDDF625 OVERHANGS: 12.0" O.0" 6'- 0.0" 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1Cnfn 2 Design nhenked for net(-5 osfl�olift at 4 "oc spacing M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLMAX CREEP LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.037" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" 4-09-10 MAX TC PANEL LL DEFL = 0.056" @ 2'- 9.1" Allowed = 0.377" MAX IC PANEL TL DEFL = -0.053" @ 2'- 7.2" Allowed = 0.566" MAX HORIZ. LL DEFL = -0.001' @ 4'- 8.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.9" � NOTE:Design assumes moisture content does 10.00 V (� not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. rn 0 N M /- 0."="111- 4 O M-3x4 1-00 y 1EB0 IDE FULL BEARTAr.•.itc•2 3 416-00 „il` p PROP JOB NAME : POLYGON 3-D NH - J4 Scale: 0.5446 '7/5//ry'C`i' io WARNINGS: GENERAL NOTES,unless otherwise noted: c1�t,,,. 1.Builder and erection contractor should be advised of all General Notes 1. buildingsdesign nis based Applicability y efon the parameters shown hot ns adis d proper an individual Truss J4 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. Al/ 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s�iare DES" BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � �� G�N � J 44. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Im act bridging or lateral bracing required where shown++ J SEQ 4.No load should be applied to any component until after all bracing and 5.4. natal�ation of truss n meu trussesithe earoo responsibilitysi sof the herespectiv non-corrosive contractor. -57 .9},. i ' (j . .. S EO. : 6051190 fasteners o are becomplete and at no time should any loads greater thanand Desiare for"dry condition"of use. tl� design loads no on to any r and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if � , V TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and'installation of components. 7.Design asumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall de located oc tedt on bothOaces of truss,and placed so their center 111111 VIII MEM 111111111111111111111 III VIII VIII IIII IIII TPI/wrCA in BCSI,copies of whichow ill be furnished upon request, 9 Digits indicate size of plate in inches. --- - MiTek USA.Inc./ComOuTrus Sftware 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1998(Wield LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF kt&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 1-2- 0) 72 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=�-138) 116 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 403V -66/ 185H 5.50" 0.65 ODE ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 77V 0/ OH 5.50° 0.12 KDDF 625) CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -106/ 169V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18 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 chacke____d for net(,_54p )uplift__t 24_ o�3nac�no BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" -i MAX TC PANEL LL DEFL = 0.164" @ 3'- 7.4' Allowed = 0.481" MAX TC PANEL TL DEFL = -0.147" @ 3'- 5.0" Allowed = 0.722' I 12 ) MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" / 10.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=1.6 Truss designed for wind loads 0 o in the plane of the truss only. N O U) O M r/- 10431111111111.11.1.111111111111.11.11.111.... O,,,-- O ► --- 4►t M-3x4 A- ; y y 1-00 6-00 [PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON 3-D NH - J5 � PRf1,��5 Scale: 0.5235 X., Sj WARNINGS: GENERAL NOTES,unless otherwise noted' 1Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual X(t. •ry� On P E . Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper ~�G V 1 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 continuous sheathing such as plywood required in ere shown and/or drywall(BC). rr ; 1, the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ �'r•. 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. sle sc,. SEQ. : 6051191 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 A_ }RECON TRANS I D• 407533 design loads be applied to any component. and are for"dry condition"of use. + r1 D� ✓ S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge t /'t ' P. ;�4' 2,0 h.f�.' fabrication,handling,shipment and installation of components. necessary. �`- 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. /jlk,�n S�` `- 11111111111111111111111 TPI/WTCA in BCSI,copies of which wit be furnished upon request. 8. neo coincide ws shall be ith joint center lines.faces9. Digits of truss,and placed so their center rl 5 MiTek USA.Inc./ComouTrus Software 7.6.6(1 L)-E 0.For basic connector slatetdesian values see ESR-1311.ESR-1998(MiTek) TRUSS SPAN 7'- 2.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1-2=( 0) 72 2.5=(0) 0 3-4=(-113) 193 SPACED 24.0" O.C. 2-3=(-218) 63 BC: 2x4 KDDF #18BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. ( 7.0) BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ONTOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0" -24/ 377V -80/ 217H 5.50" 0.60 KDDF 625 LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF 625 Connector plate prefix designators:prefix) = Co5'- 11.2' -240/ 394V 0/ OH 1.50" 0.50 KDDF 625) C M,M2OHS,M18HS,M16 ( no MiTek T = riepu7rus, Inc7'- 2.4' -101/ 55V 0/ OH 1.50" 0.09 KDDF 625 = MT series LIMITED STORAGE DOES NOT APPLY CU2 T2 NOT BEANIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. L -2_:-D-8110-011- � � for et( 5 osfl uplift at 24 "oc soacine I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -V MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.075" @ 2'- 9.2" Allowed = 0.481" /112 ) MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" 0 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003° @ 5'- 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=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c2load duration factor=l.6Truss designed for wind loads vin the plane of the truss only. 0rnoCO N0 rel T�oV0 ,) y ), y 1-00 6-00 1-02-07 'PROVIDE FULL BEARING;Jts:2,5,3,41 stip P R Ore JOB NAME : POLYGON 3-D NH - J6 <, °45/ Scale: 0.4676 C0< ` 15%1 ' ° WARNINGS: GENERAL NOTES,unless otherwise noted: C� 't '�+(�� C` 1.Builder and erection contractor should be advised of all General Notes 1. buildingsdesign ms based only upti lily of on the arameters shown n and is properfor n individual Trus S J6 and o4 Warnings beforebracing g mut becommences. incorporation of component is the responsibility of the building designer. .�' • 2.2x4 compression web bracing must 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 2 o.c.end at 19'o.c.respectively unless braced throughout their length by ..�°" i�1� DES• BY• E E is the responsibility of the erector.Additionalpermanent bracingof C and/or d all BC continuous sheathing such as plywood sheathing() ) M" ( )• DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �y" OREGON� j.4. 4. No load should be applied to any component until after all bracing and 4.5.Designassumestrusses aren of truss is the ato be uillitydof the non-corrosive i eective oenvironment, �.�•Q},, �, ' (�N ..1..SEQ. : 6051192 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. Pr Q� A. design loads has no controlon to any over and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if fly" >' TRANS I D• 407533 5.Compal pus no and assumes no responsibility for the necessary. R fl-� NPA fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII ILII VIII IIID IIII IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. 9.IDigitssc coincide with size joint plateeter lines. MiTek USA.InCiCOmDUTf Software L)-E 10.For basic connector plate design values see ESR-1311.ESR-1968(Mi e LUMBER SPECIFICATIONS TC: 2x4 KDDF #18BTR TRUSS SPAN 8'- 4.8" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES F/Cq=1.00 SPACED 24.0" O.C. 1-2=( 0 72 2-5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2.3=(-267) 238 ING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LONDTOP CHORD = 32.0 PSF 3.4=( 90 38 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Conner 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 369V -93/ 25OH 5.50" 0.61 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT seriesLIMITED NOT 5'- 15'- 1.2" -226/ 323V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTTSAOF IIBCS20112 ANDLY IRCUE TO THE 2012 NOT BEING L MET. 8'- 4.8" 15/ 23V 0/ OH 1.50" 0.04 KDDF 625; BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP �COND 2 Design h rk d far n t cf lift at 4 o cpa l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" i( MAX TC PANEL LL DEFL = 0.119" @ 2'- 11.7" Allowed = 0.481" MAX TC PANEL TL DEFL = 0.105" @ 2'- 11.7" Allowed = 0.722° MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.1" MAX HORIZ. TL DEFL = -0.003° @ 8'- 4.1" 12 NOTE:Design assumes moisture content does 10.00 2 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 Truss designed for wind loads 0 o in the plane of the truss only. CO M O/-- O �� 511=:-.,11 M-3x4 A- y 1 00 y 2-04-13 y 6-00 (PROVIDE FULL BEARING:Jts:2,5,3.41 pe JOB NAME : POLYGON 3-D NH - J7 • ��E �R� Scale: 0.4230 rt•� 1 Q� C1� WARNINGS: GENERAL NOTES,unless otherwise noted: 'tC/�"`J '76//r V/'0- 44, : T(,U$S: J 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 Y and Warnings before construction commences. building component.Applicability of design parameters and proper a «� E ('" 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. j DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �s DATE: is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length y / 9/5/2014 the overall structure is the responsibility of the buildingdesigner. contin2x pactuous sheathing such as plywoodrequired where shown++ sheathing(TC)and/or drywall BC. SEQ. : 6051193 4.No load should be applied to any component until after all bracing and 4. Installation of truss is thor te responsieral bility f the respective contractor. �'"r-100 . 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, -y7� "�7 OREGON`ON �Q TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. tx v/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q •Qy " 2(}'t ��" fabrication,handling,shipment and installation of components. necessary. : 14 I IIIIII 11111 11111 11111 11111 VIII 11111 1111 IIII 8.This design is furnished subject to the limitations set forth by7.DesignPlatesassumes located on both faces is rovided. /� el TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 ecoincide with joint tenter liness of truss,and placed so their center iiiti `?�li-. MiTek USA.Inc./CompuTrus Software 7.6.6(1 Ll-E 9.Digits indicate size of plate in inches. 10.For basic connector slate design values see ESR-1311.ESR-1988(MiTek) IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 9'- 7.3" 1-MB� O) 72 4wR!DD) 0 LC: SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2-2= -320)) 278 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3= -103 46 BC: 2x4 KDDF #1&BTR LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 30.0 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 SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -23/ 376V -107/ 285H 5.50" 0.60 KDDF625) OVERHANGS: 12,0" 0.0" 5'. 9,2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 19.2' -250/ 368V 0/ OH 1.50" 0.4911 KDDF 625) C Connector plate prefix designators:= Com9'- 1.2" 501 80V 0/ OH 1.50" 0.12 KDDF 1625 M,M2OHS, 18HS (16 no MiTek prefix) s CiesuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r, ) ". 'tr BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAXMAX TC PANELTL CEEP LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" s 0MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4° Allowed = 0.722" MAX HORIZ. TL DEFL = -0.005° @ 9'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 V Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Tj, v in thedplaneed offor thess wtruloads only. 0 0 v w N O 0) c) •7� 5►. O M-3x4 A- y y 1-00 y 6-00 y 3-07-04 (PROVIDE FULL BEApINC'Its•2 5 3.A-1 PROF- JOB NAME : POLYGON 3-D NH - J8 Scale: 0.3820PR1C / �� GENERAL NOTES,unless otherwise noted: „ 4- 1.Builder WARNINGS: 0 1.Builder and erection contractor should be advised of all General Notes 1.This building design component.Applicability ofon the pdesignfparamshown ers and proper individual Truss J8 and Warnings before bracing commences. incorporation of component is the responsibility of the building designer. 40110, y 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced atq 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectiveeunless braced throughout their length by 1! DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC) drywall(BC).)• OREGON� ), rt the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Z. iii ^V DATE: 9/5/2014 4.No load should be applied to any component until Baer all bracing and 4.Installation esign assumes trusses responsibility to be uulste of a nrespective n corrosivcontractor. environment, Z„/� 4' t� h $E Q. : 6051194 fastenersso are completeeand at no time should any loads greater than and are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4,�l TRANS I D° 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. 41E. Y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be e located ]tedt on bothifaces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. 9.Digits indicate size of plate in inches. I IIIIII Ell VIII VIII VIII gill IIII it MiTek USA.Inc./ComeuTrus Software 7.6.6(11..1-E 10.For basic connector plate desion values see ESR-131 1.ESR-1988(MiTek) LUMBER SPECIFICATIONS TC: 2x4 KDDF BTR TRUSS SPAN 10'- 0,0^ BC:•imn••••mm••im••m•i••••.•.•m•..•m.i•m•m.i.mm.•mmmm. . .____ 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-6/(0) 0q=1.00 SPACED 24.0" 0.C. 1-3= 0 72 2-6=(0) 0 TC LATERAL SUPPORT <= 12"OC, UON. 2-3= --58) 304 BC LATERAL SUPPORT <= 12"OC, UON. LOADING 3-4= -145 57 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5= -58) 0 OVERHANGS: 12.0" g,6^ DL ON BOTTOM CHORD = 10.0 PSF ConnectorAplate prefix designators: TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ) C,nn,copla (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS3SIZE 0.600 (SPECIES) C,CN,C1 ,CN1O r = MiTek MT series 0'- 9.2" -22/ 376V -117/ 33 OH 5.50" 11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 111.2' -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 626 KDDF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -131/ 196V O/ OH 1.50" 0.25 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' -s VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.001" @ 10'- 9.6' Allowed = 0.080" 4 MAX TL CREEP DEFL = -0.001' @ 10'- 9.6" Allowed = 0.107^ MAX TC PANEL LL DEFL = 0.064' @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072• @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006' @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 10.00 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. c� Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 C li T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads rn in the plane of the truss only. M O 6►-� A- M-3x4 - ,1 ), 1-00 6-00 4-09-10 'PROVIDE FULL BEARING;Jts:2,6,3,41 JOB NAME : POLYGON 3-D NH - J9 c,,,Et ['Ro pe Scale: 0.3563 cf ;r ,� WARNINGS: GENERAL NOTES,unless otherwise noted: „'"sy`J T�/55/17' ' 5 Truss: J 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 ✓ and Warnings before construction commences. building component.Applicability of design parameters and proper �, •� E ' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DATE: is the responsibility of the erector.Adddionat permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1� 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall BC.SEQ. : 6051195 4. No load should be applied to any component until after all bracing and 4. Installx ation otruss ors the arelspona bracing f the respective contractor. "where shown++ 410110",,,. 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 OREGON A. TRANS I D: 40 7533 design loads be applied to any component. and are for"dry condition"of use. tCt 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if Q '9}� 14, ry`(�\in P�� fabrication,handling,shipment and installation of components. necessary. I VIII'VIII VIII VIII NMI VIII IIII IIII 6.This design is fumished subject to the limitations set forth by8.Design assumeoca ed on oth aa io provided. p TPI/WTCA in BCSI,copies of which will be furnished upon request, a lines co ncide w th joint centertlnefaces o}truss,and placed so their center MiTek USA.Inc./CompuTrus Software 7.6.6(1 L)-E 9. Digits indicate size of plate in inches. 10.For basic connector plate desion values see ESR-1311.ESR-1968(MiTek) IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 12'- 0.0" 1-M= O) 72 4WR!DD) 0 TCSPECIFICATIONS LOAD DURATION INCREASE = 1.15 2.2= -412) 382 TC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 3-4= -42 82 BC: 2x4 KDDF #1&BTR BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LOADING 4-5= -55) 30 ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0" 0.0" 0'- 0.0' -23/ 376V -134/ 357H 5.50" 0.60 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 68V 0/ OH 5.50" 0.116KDDF ( 625 C Connector plate prefix designators:. 5'- 11.2" 2601 380V 01 OH 5.50" 0.49 KDDF ( 625 M,M2OHS,M1BHS (16 = MiTek prefix) s CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -138/2195V O1 OH 1.50" 0.25 KDDF 625 M,M20HS,M18HS,M16 = MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 0.0" -31/ 50V 0/ OH 1.50" 0.08 KDDF ( 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP - , r tr AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. so • I• 't t- '-' " t- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" f% MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481' MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. TL DEFL = -0.007" @ 11'- 11.2" NOTnotEexggxceedn19% s atetimees lofumanue facturdoes e. Design conforms to main windforce-resisting system and components and cladding criteria. 12 10.00 V Wind: 1(All40 mHeights) 2Enclosed,4Cat BCOL2, Exp B, MWFRS(DASCE load duration,factor=1.6 co Truss designed for wind loads rn in the plane of the truss only. v 0 Q H N O M ci6►.. -/ O t M-3x4 A- y y y 6-00 y 6-00 1-00 (PROVIDE FULL RFARTNG•ita 7 6 3.4.5) 00 PR(?FFA, JOBNAME: POLYGON 3-D NH - J 10 Scale: 0.3223 , 0 ryC �- WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ! did t� 1. Builder and erection contractor should be advised of all General Notes I.This building design based onlyAppupon the eoparameters n shown parameters and sporran individual Truss: J10 and compress before construction commences. incorporation of component is the responsibility of the building designer. . 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ' r t� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless •braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �, OREGON j" 44. the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where showcontractor.n++ v v • ^V SEQ DATE: 9/5/2014 4. No load should be applied to any component until ager all bracing and 4.Installation Ilti assumes trusses ais the re to be used nof ta non-corrosive environment, �� 9 y �' 2(}"` ` A. S E Q" : 6051196 fastenersso are complete and at no time should any loads greater than and re for"dry condition"of use.design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if � 41..�- TRANS I D' 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plateseshall be located on bothllaces of truss,and placed so their center 111111111 VIII 111111111111 III VIII VIII VIII 1111IIII TPIIwrCA in SCSI,copies of which will be furnished upon request. g Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1 LIE 10.For basic connector slate design values see ESR-1311.ESR-1988(MiTekl LUMBER SPECIFICATIONS TC: 2x4 #1&BTR TRUSS SPAN 3'- 6.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1- FORCES 2W4/(0) 0q=1.00 SPACED 24.0" 0.C. 2-3=(-74).3=( 0) 84 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC, UON. 28 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. SPECIES TOTAL LOAD = 42,0 PSF 0'- 0.0" -91/ 441V -12/ 79H 5.50' 0.71 KDDF ( 625) = Com 3'- 3.2" -7/ 40V 0/ OH 5.50" 0.06 KDDF 625 C,CN,C18,CN18 (or no prefix = Compu7rus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 3.2" -37/ 87V 0/ OH 1.50" 0.14 KDDF ( 625 ` Connector plate prefix designators) 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 Def;6n ch kr+ for n t(�p�f)�plift at 24 0� ap ,nn I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL M CRAX EEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 12 MAX BC PANEL LL DEFL = 0.009" @ 1'- 7.6" Allowed = 0.129" 6.00 V MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0" Allowed = 0.172" MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6 Truss designed for wind T loads rn in the plane of the truss only. 0 0 N cm chi -i- ED _ _ 8,-- 2> ..1 4 -V M-3x4 s- ), 1, y 1-08 3-06 IPROVID F B ARIN tc. 4 1 JOB NAME : POLYGON 3-D NH - P1 .' 'c PRo�F� Scale: 0.7235 �5 �,, ��r,, cS'�0 WARNINGS: GENERAL NOTES,unless otherwise noted' 1 97,A` I. Truss: P 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 4 r�, T. and Warnings before construction commences, building component.Applicability of design parameters and proper c , Qr E Y'" 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. DES. BY E E 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.Addhional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). y ' 4. Nos load should be applied to any component until after all bracing and 4.Installx atioactn of r ss is thse respon ior lateral bility f the respective contractor A SEQ. : 6051197 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, p + TRANS I D: 407533 design loads be applied to any component, and are for"dry condition"of use. �� ref� �Qa ^V 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if /Q -7}^" 14, (} .5.. fabrication,handling,shipment and installation of components. necessary. ht' 6.This design is furnished subject to the limaations set forth by7.Design assumes adequate drainage is provided. r `- 1111111111111111111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. 8.nes coincide with joint on center lifaces of truss,and placed so their center 1�1 MiTek USA.Inc./ComouTrus Software 7.6.6(1L)-E9. Digits indicate size of plate in inches. 10.For basic connector slate desks"'values see ESR-1311,ESR-1988!MiTek) TRUSS SPAN 3'- 3.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ICSPECIFICATIONSKDD18,BTR1-2=( 0) 84 2-4=(0) 0 LOAD DURATION INCREASE = 1.15 2.3=(-69) 26 IC: 2x4 KDDF N18BTR SPACED 24.0" O.C. BC: 2x4 KDDF N1&BTR LOADINGUOBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES BC LATERAL SUPPORT <= 12"OC. DL ON BOTTOM CHORD = 10.0 PSF 0C- 0.0" -132/ 478V -12/ 82H 5.50" 0.77 KDDF ( 625 TOTAL LOAD = 42.0 PSF 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) OVERHANGS: 20.0" 0.0" 3'- 3.7" -36/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Ir OND 2 Deslg h for net( 5 osfl uplift at 24 °oc coacina M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" 12 MAX TO PANEL TL DEFL = 0.004" @ 1'- 4.3" Allowed = 0.306" 6.00 177 MAX HORIZ. LL DEFL = -0.000" @ 3'- 2.9" MAX HORIZ. TL DEFL = -0.000° @ 3'- 2.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3 f Design conforms to main windforce-resisting system and components and cladding criteria. ' Wind: 140 mph, h=20ft, TODL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads in the plane of the truss only. 0 0 N N 0) O co rf- O o� 2 4p�� M-3x4 1 y )' * 1-08 2-00 1-03-11 (PROVIDE FULL BEARING:Jts:2"4.31 \NO) P R CQF'es, JOB NAME : POLYGON 3-D NH - SJ1 rSG(N& 6> Scale: 0.7307 �(.-'A/15/ /C 11T/x �I WARNINGS: GENERAL NOTES,unless otherwise noted: ./ `�, (O(Ptc r,,, 17 1.Builder and erection contractor should be advised of all General Notes 1.This building design ms based only upon lily of parameters shown parameters andss porper.individual Truss' SJ 1 and Warnings beforebracing construction commences. incorporation of component Applicais the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ' ` 3.Additional temporary bracing to insure stability during construction2'o.c,and at 10'o.c.respectively unless braced throughout their length by <,�irar DES. BY' E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � OREGON�� Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.5.Designason of truss is the sumes trusses areresponsibility o be einthe a non-cows ve environment, 4,,•^ .(�},, 4 r1�Q •�„ SEQ. 6051198 A. design fastene rs are a p li a and at no time should any loads greater than and are for"dry condition"of use. V + ��^ design loads be applied ro any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if i�}Y/I �y t TRANS ID: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. RIO-` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates coincidet be roc tedt nd on bteothliaces faceof truss,and placed so their center 111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 9. Digits indicate size of plate in inches. - - -- MiTek USA.Inc./ComouTrus Sofivare 7.6.6(1 L)-E 10.For basic connector slate design values see ESR-1311.ESR-1988(MiTek) .............. ....... LUMBER SPECIFICATIONS TC: 2x4 KDDF TRUSS SPAN 6'- 7.7" BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1- =( FORCES 2-5/(0) 0q=1.00 SPACED 24.0" O.C. 1-3=( 0 84 2-5=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. 2-3=(-137 59 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=1 -56 26 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 20.0" 0.0" 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) Connectorplate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -97/ 451V0/V 1-25/ 13 OH 5.50" 0.75 KDDF ( 625 OH 5.50" 0.08 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series 3'- 2.9" -108/ 233V 0/ OH 1.50" 0.30 KDDF 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 7,7° -43/ 95V 0/ OH 1.50" 0.15 KDDF ( 625))) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND_2_Design ch rk d jarile_t(A_asfLuiaittatacina I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021° @ -1'- 8.0" Allowed = 0.222' MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. TL DEFL = -0.001° @ 6'- 6.9" s.00V -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6 Tr3 inuss thedplaneed offor thewind trussoads only. N co in O O ' el '7 e, r/--- O,e- _J 6-1111111111111111111 0 2 00-- 5►� 1 M-3x4 A- .1 y i 1-08 2-00 4-07-11 y 'PROVIDE FULL BEARING;Jts:2,5,3,4J JOB NAME : POLYGON 3-D NH - SJ2 4,c�`tO RRO FS Scale: 0.5609 1 -1,9 �0 WARNINGS: GENERAL NOTES,unless otherwise noted: 15/1 7+ �/�. E r Truss: SJ 2 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r and Warnings before construction commences. building component.Applicability of design parameters and proper 92«V!' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �/' DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at .1.- .r15' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1' DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous2x psheathing such as plywood required sheathing(TC)and/or drywall(BC). 4.No load should be applied to any component until after all bracing and 4. Installation ofct trussor thte responsieral bility f the respective contractor. TRANSSEQ. : 6051199 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, -fr„ ,q_OREGON I D: 407533 design loads be applied to any component. and are for"dry condition"of use. • k. 40 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if +'� -7 y .�4, r .4 �.1�'. fabrication,handling,shipment and installation of components. 7necessary. T" IIIIII VIII VIII VIII VIII ILII 11111 IIII ill 6.This design is furnished subject to the limitations set forth byDesPlatesign shall be assumes located on both faces iso provided. e� TPIM?CA in BCSI,copies of which will be furnished upon request. 8. ecoincide with joint center lines. of truss,and placed so their center f;��,. MiTek USA.Inc./CompuTrus Software 7.6.6(11J-E9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TRUSS SPAN 9'- 11.7" -BE( 0 84 4WR/DD) 0 TC: SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2=(-190) 81 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(`•194 571 BC: 2x4 KDDF #1&BTR 4-5= -58 27 LOADING TO 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' •691 471V -38/ 186H 5.50° 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -93/ 50V 0/ OH 5.50" 0.08 KDDF 625 C Connector plate prefix designators: 3'- 2.9" 196V 0/ OH 1.50" 0.25 KDDF ( 625 M,M2OHS,M18HS,M16 ( = MiTek prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 2.9" -91/-117/ 96V 0/ OH 1.50" 0.32 KDDF 625) = MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'. 11.7• -41/ 88V 0/ OH 1.50" 0.":4 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL--L/180 MAX LL DEFL = 0.019' @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222' MAX TC PANEL TL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.306' MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9' MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" NOTE:Design assumes moisture content does 0( not exceed 19% at time of manufacture. 1� Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (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. ►1 0 v 0 N in0 co M N - -V oA- 2�� 6 1 M-3x4 A- y y2-00 y 7-11-11 y 1-08 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 �cO PRQ �rOs JOB NAME : POLYGON 3-D NH - SJ3 Scale: 0.4335 �� 0,(N+ /Q 4, fff�/5/rylr 11, WARNINGS: GENERAL NOTES,unless otherwise noted: � �,/r�L, 1.Builder and erection contractor should be advised of all General Notes 1•This building design component.Applicability of designon the ters shown and is parame parameters and proran per.individual Truss: SJ 3 and4 Warnings beforeebracing g commences. incorporation of component is the responsibility of the building designer. �� 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at02„" 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectivey unless braced throughout their len length by �/er,. DES- BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � OREGON�b �jV� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `V 4.No load should be applied to any component until after all bracing and 4.5.Design assumes ion of truss is are Po be u�lsed�n the non-corrosivearespective contractor. �/© .fJ},. 14" 2- C�,h4� SEQ. : 6051200 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. V design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if �t 4" TRANS I D" 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. Y fabrication,handling,shipment and installation of components. 7.Design asumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Platesrashallhalibe located on bothliaces of truss,and placed so their center 1111111 11111 HUM III VIII HMI IIII TPI/WICA in BCSI,copies of which wig be furnished upon request y Digits indicate size of plate in inches. - - MiTek USA.InciComouTrus Software 7.6,6(1 Ll-E 10.For basic connector slate design values see ESR-1311.ESR-1988(MiTekl