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Plans (90) lot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: P L 14-1 19_U P Fax 916/676-1909 3B 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:R41832580 thru R41832590 • My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��R U PROF, ss 870 2PE f�� -7 sn , -0), OREGON �yNI\ � tU Qs A. He?' 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. __ milt MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 19_U P Fax 916/676-1909 3B 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:R41832580 thru R41832590 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. 1ONIQ I.4, a. a \ 9839 ,E \ GIST'S .c', April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 3B R41832580 PL14-119_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:04 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-56BGEXseHTkmRQM5zY0yovnQnBWx5h?SixgeVBzOQRz I 2-6-0 I 0.f 10 2H 1 1-2-0 110-11-2 1 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I 13x4= 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 0 No r /�� V r:. 9�t! \ woks _ N 14 o 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4= 12-6-2 I 11.4-2 lipt 11-21 I 18-9-12 I 114-2 b7-0 0-7-0 6-3-10 Plate Offsets(X,Y): f6:0-1-8,Edgel,f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 'ToNIo TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-3689/0,6-7=-3386/0,7-8=-2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 o' ov VrfASxi„ WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=-57/292,5-15=-281/0,6-15=-62/602,9-11=-1916/0,9-12=0/1262, {. 7-12=-756/0 ''0 ' NOTES t. t4 1)Unbalanced floor live loads have been considered for this design. \ 2)Refer to girder(s)for truss to truss connections. (h 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. d16 49639 ,� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (7 .1 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard A ,-01.0 PRop 870 2PE cv --7 ,,5 OOREGO (Q EXPIRES:06130/2015 April 22,2014 e ®6 t J57F1`.4xrsydesign pxmsic-trs sad REAS PL 11S ON THIS AM 1SR1L ED Ma FitEFERENa PAGE MIT 7 473 rex,#29/26i&BEMELSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,derrvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISPtIartniXof it spactfred,thextertign.Infixes ase:T.11044E 4rtfantive 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 3B R41832581 PL14-119_UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:06 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1UJOtDuup4_UhkVT4z2QtKspB?L1ZhZI9E9kZ4zOQRx 2s0 I 1-9-8 11 1-2-0 I I 1-6-0 11 1-1-12 I I 2-5-811I 2 0 i I 2-0-8 I �--1 Scale=1:37.5 1.5x3 II 1.5x3 I I 1.5x3 II 3x6= 1.5x3 I I 3x6 FP= 1.5x3 I I 1 2 3 4 5 8 7 8 9 10 11 12 Ti,: of I uiew\I I\II/II�:I I� ��II/ i 23 22 21 20 19 18 17 16 15 14 1.5x3 H I 3x5= 3x6 FP= 1.5x3 II 3x8 = 3x6 = 12-7-4 I 8-8-12 11-5-42-°-4I 17.4-12 I 21-5-12 I 8-8-12 2-8-8 b-7-00.7-0 4-9-8 4-1-0 Plate Offsets(X,Y): [4:0-1-8,Edgej,[7:0-1-8,Edge],F16:0-1-8,Edge],(22:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0,27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-5-8,15=0-5-8. (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) . (�NI0 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0o7 OV SAS r q� TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=-468/0,8-9=-468/0, Cj ri,A. 7-0 - Crj N 9-10=0/571,10-11=0/571,11-12=0/566 /rte f �` Q yj 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, ry ( -„ *j. t`3 15-16=-22/297,14-15=-286/61 WEBS 6-19=-504/0,2-23=-705/0,4-20=-540/0,6-20=0/535,7-19=-642/0,9-15=-821/0, .4,zs,As?4N9L417 12-14=-66/308,12-15=-457/0 i' NOTES 1 . 639 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 0A ' G 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. 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 D PR Op,COSI be attached to walls at their outer ends or restrained by other means. 'S{,V . s 7)CAUTION,Do not erect truss backwards. Vic.. V-G]N ,F9 LOAD CASE(S) Standard 87022R7 f... 4 - 04 y �qTOR GON (),Q ''P4. CI©$` 8EB AN P - A. HE S EXPIRES:06/30/2015 April 22,2014 e a A WARNMG-Yer,'tfdesiyra parameters xitd REAS I TES GM PMIS MC MOO MITEK REFEREMK ME MU 7 473 me 1,129/2014 BEra4E IIS Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. l., Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Ptowh5p)lumber is specified,the design:aakxes are those efective 0S/0112013 try AI SC Job Truss Truss Type Qty Ply 3B R41832582 PL14-119_UP F03 Floor 5 1 Job Reference Loptionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:07 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-VhtOtZWVa06LIu4gegafQXPz4Ojz19buOuul6WzOQRw I 2-5-4 I I 1-2-0 -I I 2-0-8 I 2-6-0 1 1 - 1-4-4 I Scale=1:22.2 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 • • ° e o _ • • 000 o I — o N N illoa e '1/ 'I 1 • ./ e 1Z 11 10 �, 8 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 133-4 1310-4 I{ II 8-7-12 12-9-0 1 2-8-4 0-7-0 0-7-0 0-h-$ 4-8-0 0-1-s 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edgel,i10:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:8-9. REACTIONS (Ib/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) 3ON10 FORCES (Ib)-Max,Comp./Max.Ten.-All forces 250(Ib)or less except when shown- 0c7 �v VAS/.b., TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 Cl �4 �Y{r BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS G �'j WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 vo / t Ivl NOTES ! 1)Unbalanced floor live loads have been considered for this design. it 2)Refer to girder(s)for truss to truss connections. 10 .6 49639 '`,' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. Q 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 4* I5'P£ 1.10 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `�F0f1 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. PROrk- LOAD CASE(S) Standard c;:2-5 , xAGIN v `r 8 • 2PE �,F't' 5. ^a), OREGO if?3 N 90 `� BER 1\ '\ ©t9 A Hes EXPIRES:06/30/2015 April 22,2014 W 1 ®WARM-4er/f if rdcsipupaausofsrnandFrADACESOs/i770AM INCLUDED 1417EKREFERENCE P ?MT17473mt.I/Z9/2itleBakkEL Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ll I is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,AB fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SP)lumber)(specified,thrdesi8avalues one those eitextbye 06/O3.f2O1 3 byA SC Job Truss Truss Type Qty Ply 38 R41832583 PL14-119_UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-ztRn4w8LhFCwl fsCO5uylx86o2Xl cal dYereyzOQRv 2-6-0 0-8-4 I 1-2-12 1 1 1-6-0 1-2-0 1-4-4 I 1-3-0 1 Scale=1:18.3 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 1 2 3 3x6 4 5 6 7 8 • . _..\ e • e • 00 A N )e o- e 14 12 11 103x4= 9 3x5= 1.5x3 I I 3x4= 3x6= 3x4= I 3-2-8 I 10-6-12 I 3-2-8 7-4-4 Plate Offsets(X,Y): 15:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Upliftl4=-19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) y"ONIO , FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0% 95rAS j 4 TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 � VG, I BOT CHORD 12-13=-260/0,11-12=0/429,10-11=0/429,9-10=0/291 I '4' ,r it, , ‹) WEBS 3-13=-330/0,2-13=-306/0,5-12=-286/0,3-12=0/470,7-9=-372/0 ~• f c`" N NOTES 14, . 1)Unbalanced floor live loads have been considered for this design. r 2)Refer to girder(s)for truss to truss connections. �, 49639 4'' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. � ' IS 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'S1a A ' ' be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��,�,D PR0EE. mac,; �NGIiNEF9 f��9 87022Pf " '(‘'‘o-Ai:FBREGRO ;C:e.©lU A. He EXPIRES:06/30/2015 April 22,2014 4 I ®F954FTN7.3-Verb de=igta parametsrrs and REM two TES ON MEAN MUSED/4ITEK REFERENCE PAGE H1I.7 473 rex 1/25/2014 DEt1SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill 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 IYIiRek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdleria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Fine laambser ion/their/nit the dsaien valuzz we thief&effectiye 06/O1/2O23 tsyA SC 9 Job Truss Truss Type Qty Ply 36 R41832584 PL14-119_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS1I1IDzR3Xv-ztRn4w8LhFCwlfsCO5uylx4doyH1 a31 dYereyzOQRv I 2-3-12 I I 1-2-0 1 1 1-6-0 1 2-6-0 I Scale=1:21.9 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e e —A/— 0 N N b e o , e e o 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y): f2:0-1-8,Eduel,f10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Is14ONia 44, 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 OC' Q W R WEBS 3-10=0/263,2-12=-1310/0,6 8=-1198/0,6-9=0/579,4-10=-545/0 C.) ' /f, 0 NOTES uAj x 1)Unbalanced floor live loads have been considered for this design. 4 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r Q 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 'b 49639 4� be attached to walls at their outer ends or restrained by other means. ‘1,4., 'cGISEg-- LOAD CASE(S) Standard SONAIG '> p PRQF�s s� �NGIN,E /0 r— (s) 87022E r- '�y9C,A©jS41OAR3.EEGHR Et����P � EXPIRES:06/30/2015 April 22,2014 f AMonis-f'er,'pdes_ npararamatersandREAP /TESL.#MUM Tha€16€10M16KREFERENCE PAGE 1/ 7473 rex 1;26/2610 BEMUSE Design valid for use only with MTek connectors.This designs based only upon parameters shown,and is for an individual building component. 1R 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 �TA � * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYB R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pane fSP)Washer to specdfed the design uaflOes are These effective 0e/111/201.4 top • Job Truss Truss Type Qty Ply 38 R41032585 PL14-119_UP F07 Floor e 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:10 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-wGZXVaxP[JVw9LpFJp7M1A1 UfcjZVXGK4s7yirzOQRt I 2-6-0 I 49-8 1 1 1-2-0 II 0.94 1 2-0-0 I 1 2-5-8 I I 1-2-0 ii 1-11-0 I Scale:1/2"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 a • a o o • a N \ z- 144440444414441404. ____ 0000000000000000j:'"'''''H � ee - e e ea 16 15 14 k, 12 11 i 3x8 = 1.5x3 II 1.5x3 11 I 3-6-8 14-1-8 14-8-8 1 7-8-12 I 10-5-4 111-0-4 111-7-41 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-6-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edgel,18:0-1-8,Edflel,f14:0-1-8,Edgel,115:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:64 lb FT=0%F,O%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) 16=307/Mechanical,13=670/0-3-8 (min.0-1-8),10=223/0-2-4 (min.0-1-8) Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) ONTO N. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=-570/0,7-8=-314/0 �bGJ�(V W BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 WEBS 2-16=-612/0,5-13=-595/0,5-14=0/291,7-13=-488/0,8-10=-353/0 / 'e)6 NOTES i N 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. if 3)Refer to girder(s)for truss to truss connections. "b ` 49613 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. • (� r51Z� 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 SSONAS kG be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��¢ � PR OF4. 144 -Y 87022P, ("" 7 -0)FCOR GON (1(2',,,,4/C� 'h's \ Cb A rHe9 P EXPIRES:06/30/2015 April 22,2014 4 ®WARNING-Ve;fig design paramemrs ar,L REAL N ES Chi THIS AND Tht2LISEt)fdlT€K REFERENCE PAGE MU 7 473 rec I/29/13 4BEMUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ,' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYB fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quallly 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 /#Southern Foos(3P)iumkrer is specified,tine design values ace these effective 06/01/2013 lsyAtSC Job Truss Truss Type Qty Ply 3B R41832586 PL14-119_UP F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-OS6viwy1 ecdnnVORtWebaNZcoOvMErXUJWsVFHzOQRs 1 2110 1 1 1-0-10 1 1 1-2-0 1 1 0-11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 304= 3x4= 1.5x3 11 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e 1 16 15 14 13 12 3x4= 3x8= 3x6= 1.5x3 II 1.5x3 I I 3x8= 3x4= 12-8-10 I 11-6-10 1p-1-tot I 19-0-4 I 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): F6:0-1-8,Edgel,(7:0-1-8.Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -031 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) , FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 3ONTO 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 �5 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 0%03 0V'1 . C.,WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=-266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, t #p }�,V,04 7-12=-786/0 NOTES N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. f/' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 4.vv 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 Q44k,4b.S, SW 4C1 be attached to walls at their outer ends or restrained by other means. N. Aks 140 LOAD CASE(S) Standard <c. ,k,0 c . �CNGtN4 R /0* $ , 2PE i <- �r ' 79 4,), OREGO tifl 41 SER ©S A. H P EXPIRES:06/30/2015 April 22,2014 1 i A VAND46Nulty d&_sign po:tsstrmrx a 3 READ RM IES 0H THIS/sNS mu MED 7 P7€K REFER€Na>AGE HITT 7 473 mg 1/18/2Ir148r'REUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown `■ '` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Millek°erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informaton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Ifsoisthern.Fine(SPT lumbar is specified,Me irea gs„>afut:are those e4es GG OSJTsa3 byrALSC Job Truss Truss Type Qty Ply 3B R41832587 PL14-119_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcSl ttIDzR3Xv-OS6v'hvyl ecdnnVORtWebaNZcnOvLErWUJWsVFHzOQRs 1 2-6-0 1 1 1-0-14 II 1-2-0 IOF 1_1-2 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e 1:71, 9 e - 1 16 15 14 13 12 -TT 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= • ' 12-8-14 I 11-6-14 52-1-1, I 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edoel,f7:0-1-8,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 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress lncr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ytaNIO 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 'b OV WASE WEBS 2-17=-1940/0,2-16=0/1326,4-16=-687/0,4-15=-25/297,5-15=-265/0,6-15=-69/600,9-11=-1943/0,9-12=0/1287, {J0 712=-789/0 e( 4* +?G ,..-t-4w..k�� ZIII NOTES 1)Unbalanced floor live loads have been considered for this design. err 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. ref 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'q' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O �'C 49639 l be attached to walls at their outer ends or restrained by other means. Isr LOAD CASE(S) Standard 'SIONAL � -c -'s PROpF6s C:\ �GAGINF '' /0 '. 87022PE v'' Ill'ile'1.4.7 . c/ y .c‘. ''.1. OREGQ cp©41 u% 11aER4t �' C)S & HE4�A EXPIRES:06/30/2015 April 22,2014 ® t AWAFrff1M)-Verty,design paamesrsand READ ACTESONTHIS AM MINED KIP CfiEFM.1'se'td7PPAGEHIT-1413ms.1/20/281 DSEUSE —"x Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■�'��k- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IME fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crileria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 TfSoutbesrs bine¢SPP lumber is spesxfied,the alestgn salsues are those effective 0€/0112013 by MSC Job Truss Truss Type Qty Ply 30 R41832588 PL14-119_UP F10 Floor 5 1 Job Reference(ootional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.51-0 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:12 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-segHwGyfPwlePfzdRD9g7b6p?PMBzOodYAc3njzOQRr I 2-6-0 I I 1-4-8 I I 1-2-0 I I 1-3-0 I 1-6-0 I Scale=1:18.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 o e o N e e e 1. 11 10 9 3x4= 3x6 = 1.5x3 II 6� 3x4= 3x4= I 6-9-0 - 1 7-4-0 1 7-11-0 I 10-11-0 I 6-9-0 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): f4:0-1-8,Edge1.(9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=475/0-4-8 (min.0-1-8),8=475/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y1ONIO itt TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=-1062/0,5-6=-1062/0 BOT CHORD 11 12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 & V VIASji. 4 WEBS 2-12=-998/0,2-11=0/384,4-11=-21/333,6-8=-750/0,6-9=0/566 NOTES .n . 01, N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. \ ' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUfPI 1. f ftr J/ 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 rd. 49639l h: be attached to walls at their outer ends or restrained by other means. (? ,P..IS• kr 4s 0 LOAD CASE(S) Standard S,S", �IN- SO ���5 � GINFFR 4 /p 8 • 2PE �,, pEa � � fy ��j OREGO ,'� tv '9C' cc' &ER4� �SA. Her, EXPIRES:06/30/2015 April 22,2014 e t A&EARNING-V&r&Iy tte=_%ars pa/ame/srs axr R£40 KI S ON EN'SAND/MIMED MIRK REFER:Ehla RAGE NU 1413 w x 1,125/MIR AfFOtfEIEE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ou r Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tfSesrthwsnpiece f SP}ivmlaer is specified<the ziesign uaicres are these effective 06,01/2O1 3 by ALS£ Job Truss Truss Type Qty Ply 3B R41832589 PL14-119_UP Fl1 Floor 3 1 Job Referencelootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:13 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-KgEg7czHAEtVOpYp_xh3fof?ZpmNis4nmgLcJAzOQRq I 2-5-4 1 1 1-2-0 I I 2-0.8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 • 11 Mit e • _ c o I N .7 o N e e e e e ,, 1 r, 11 10 F'� 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 1 3-3-4 3-1oJ II I 8-7-12 8$g-pl 12-9-12 2-8-4 0-7-0 0-7-0 0-5-8 4-8-0 0-l-li 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edpel,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (Ib/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 01ONIO FORCES (Ib) Max- .Comp./Max.Ten.-All forces 250(Ib)or less except when shown V WAS �Jr TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 {j ��{ BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 i �'r= / t,')o 16 WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 t ( ). I., fl NOTES ,�/ 1)Unbalanced floor live loads have been considered for this design. t l`�r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. � 49639 ` 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. ( 75ISO 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10=0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to SIONALG be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard \4g� GP � /, 4, T' 870 2PE v'" (P tN 7 tc''©>; OREG N (f 41 OSA. He P EXPIRES:06/30/2015 April 22,2014 e l A WARNM 2-Verfydcs:yn parva era arra'READ?/27ES ON 774!S ANT 1M21/rlED tinEK REFERENCE MGE Ha 7 473 fm,1,125/2414 EffOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �'`x 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 M-R�r RR* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding B fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 N Southern Ptrse(SP)lumtsas-ts spaded,the design values are C6646 effective O6/O1f OS3 byALSC Job Truss Truss Type Qty Ply 3B R41832590 PL14-119_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:14 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xvo1 o2Ly_vxX?Mey70YeCICOBAgD3URJ1w?U59rczOQRp 2-6-0 1-9-6 I 1-2-0 I I._ 1-3-4 I 1-6-0 1 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 —.77Z 0 0 NN ,I a e a 10 9 8 3x4= 3x4= 3x4= 3x4 = I 4-6-8 I 5-1-8 I 5-8-8 I 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 18:0-1-8,Edoel.19:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft 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 Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. "OHIO 14, 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 0Cj WASE>,� WEBS 2-10=-738/0,5-7=572/0,5-8=0/3821 Y 44:�y NOTES co 1' k G• ., CLi 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. iha I 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 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 0.. .+I$Tfp� be attached to walls at their outer ends or restrained by other means. 'VONA', LOAD CASE(S) Standard 4.. , 6',.9 PROP N,, EN�'�NEF4' /0 87022PE f' y4.)„.OREG N q54 40 O0'4IBER \\ P� - A Hen EXPIRES:06/30/2015 April 22,2014 4 AW4 NI,4G.ucrtyAlign;aranletrrsa,.iREAD PINES ONTHIS AND MOM MIIFXREFERENaPAS1411.7413rec1;'19/26118 BEMUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �s Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the #-T� - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding AXA 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Sautirgm Dine(SP)lumber ft specified,the 4esign vaku cs are:trhaae eiFe tine Oe/e1/201.3 byALSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. Injury( (Drawings not to scale) Damage or Personal In g ry II Dimensions are in ft-in-sixteenths. iii:bi‘ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0"1/16" 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I rY p bracing should be considered. F � 3. Never exceed the design loading shown and never illiLlillillA � stack materialss on hinadequately braced trusses. i i r s g i l i O 4 designer,Ierection tsu tervisor,property ro to erth owner and For 4 x 2 orientation,locate c�a BOTTOM CHORDS' cs a all other interested parties. p p y plates 0 iia' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 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. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. iliMMild, reaction section indicates joint II I= 1111 1,11 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 111110 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 Plate Connected Wood Truss Construction.9 and pictures)before use.Reviewing pictures alone DSB-89: Desi n Standard for Bracing. is not sufficient. g• MiTek 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' r I V— 161-5" 7---r . ..- -- -- — ____CAL __ -- - , 17- . \ F.. ..-- D3 (8) .-.... \ — ,---, 7,- * mi. ....4 t• z z 6:12 C2(11) , 1 \ •-.....0h..... 6._-• illY I, 1 1 L12 1 I 11 stD3 6:12 Bi 51:/2 Al IT, c ii _Iii 6:12 a* -.. GONOE [s] CONFORMS '+;)DESIGN CONCEP- _ ______ D1 0 CONFORMS TO DESIGN CONCEPT WITH 14'-? 1 0 CONFORMS TO DESIGN CONCEPT REVISIONS • AS SHOWN 1- I- 11-6* _I El CONFORMS TO DESIGN CONCEPT WITH L--'REVISIONS NOTED 251-6* Ell NON-CONFORMING-REVI$AND RESUBMIT4 0 NON-CONFORM1NG-REVISE&RESUBMIT IRS D,AWiNG HAS KEN R,A,EViEt)FOR C,ENER.k.:,,MORPANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORM1T-3 VT SHOFANCE l' w,H DEsm 14_, COES NOT PEEVE THE 4 FABRVJOR),, ,a'P.F.SP,,ILIFY Fe,--,C:ONFORMANCE:MTH DESK3N HITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE DRAWIWS SPECWVIV.,,il,AND APPLCAKE CODES ALL OF WHiCH KAVE FABRICATORIVENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE PRK:AnOVERTHiSSHfPURAWN DESIGN DRAWINGS AND SPECIFICATIONS ALL OF REICH HAVE PRIORITY By Alexia Fukui Bate 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ED Copyright CompuTrus Inc.2006 .,„. BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND - ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 3BINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS Pala p).,:k umber PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3-B / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TR U SS \"1,_ COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ' 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 1 MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see 111 ESR-1988(MiTek). tk.3On* S f:,'.' i Ok iih,...tiV, ,„... ,moii 14, ° a� r e * b,;°,'„) JC /0,141/.7,- f' / /J,, - EXPIRES S f1301I 11111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0° 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C, not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC, UON, LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10,M,M2OHS,M16HS,M16 = MiTek MT series LL (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir),25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 T T 1' HM-4x4 3 i 12 12 4 6.00 6.00 M-3x4 M 4 M-3x4 co os- ' o '711111 ..cl- o� ®iiiiiiiiiiiiiiiii/iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii // _/Ca 1 / / / 1- 1-06 14-02 „RIZ) P R OF4�, JOB NAME : POLYGON PLAN 3-B - Al 5� GENIC s` Scale: 0.5115 ``` 1Z/1T WARNINGS: GENERAL NOTES,unless otherwise noted: �l r r7C, 19 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .92$$P 1— r Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper rr 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 41101, /t' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �rr�rr DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rrI� P° tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ C�1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON ` S EQ. : 6035306 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, L//� z; 0\1% tV . TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. 6. Q 14 v,, 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If necessary."yy PI 1 L fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. C:r'i 4 6.This design Is furnished subject to the lirritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII IIII I III IIII IIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincideIntwith joint centernche. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 12015 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR; LOAD DURATION INCREASE = 1.15 1.3=(-805) 265 6-1=(-115) 48 3-7=(0) 305 2x6 KDDF #1&BTR T1 SPACED 24.0" 0.C. 2.3=( 0) 0 1-7=(-229) 648 BC: 2x4 KDDF#1&BTR WEBS: 2x4 KDDF STAND 3-4=(-818) 321 7-4=(-226) 851 LOADING 4.5=( 0) 76 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 5.7" -26/ 28V -48/ 46H 0.00" 0.00 999yy ( 0) ALL TOP CHORD AREAS NOT SHEATHED 11'- 4.4" -502/ 793V 0/ OH 141.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 6.0" -196/ 793V 0/ OH 5.50" 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18,0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M-1.5x4 ore equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 q MAX LL DEFL = 0.000" @ 11'- 4.0" Allowed = 0.150" vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 11'- 4.0' Allowed = 0.200" MAX LL DEFL = 0.013" @ 27'- 0.0° Allowed = 0.150° Unbalanced live loads have been MAX TL CREEP DEFL = -0.014° @ 27'- 0.0' Allowed = 0.200" considered for this design. MAX TC PANEL LL DEFL = -0.028" @ 21'- 11.3° Allowed = 0.476" Connector plate prefix designators: MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1" Allowed = 0.697" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. LL DEFL = -0.007" @ 25'- 0.5" M,M20HS,M18HS,M16 = MiTek MT series MAX HORIZ. TL DEFL = 0.011" @ 25'- 0.5" Gable end truss on continuous bearing wall. NOTE:Design assumes moisture content does C-1x2.6 or equal typical at stud verticals. not exceed 19%s at time of manufacture. Refer to CompuTrus gable end detail for complete specifications. Design conforms to main windforce-resisting 12-09 12-09 system and components and cladding criteria. 1. 12-09 iIM-x4+ 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDLc4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), durationload f /- 2 -/ Truss designedfor owind 6loads M-3x5 ••• in the plane of the truss only. co O M M-4x6 N 0 12 12 0 6,00( .. '''' 6,00 m c M-3x4+ 4 0 M-3x6+(S)8 6 '1 ' M-1,5x3 M-3x4 ), 1, ), y 7-05 11-00 7-01 1, ), ), ), 1-06 25-06 1-06 �_`to PRQ,t . JOB NAME : POLYGON PLAN 3-B - 61 5GIN s, Scale: x.24704,1 ce/ r1 WARNINGS: GENERAL NOTES,unless otherwise noted !lp��rrr��� tt�--. 1,,, D 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ..p 2*®P L. Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper r ✓�/! ' 2.2x4 compression web bracing must be installed where shown 0, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at = DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by lK DATE 8/21/2014 responsibilitybuilding designer. continuous out bridgingsheeorng such as plywoodrequired ng(TC)end/ordrywall�C). Q�" " the overall structure is the res onsibili of the untila 3.2x Impact or lateral bracing required where shown+ / O C�1 4.No load should be applied to any component after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7 4, tx , SE Q. : 6035307 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �1.q 2 � �`� design loads be applied to any component. and are for"dry condition'of use. .6 -7 k' 4 `�- TRANS I D: 406433 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 I fabrication,handling,shipment and Installation of components. necessary. `7 'h R`f �, 7.Design assumes adequate drainage is provided. +'i rl L 6.This design Is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII I II III)11 IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines indicate with jointain Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2.10=(-391) 2382 3-10=(-285) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2755) 552 10-11=(-269) 1986 10- 4=( -19) 502 WEBS: 2x4 KDDF STAND 3- 4=(-2496) 522 11-12=(-291) 1965 4-11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11- 5c(-246) 1170 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 8c(-713) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7c(-2496) 522 6.12=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 OVERHANGS: 18.0" 18.0" 8. 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0' -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.138" @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.279" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.060' @ 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFL = 0.099" @ 36'- 6.5" NOTE:Design assumes moisture content does f 6-06-05 1' 5-11-13 T 5-11-13 T 5-11-13 T 5-11-13 . 6-06-05 ,' not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 4Sf (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M-5x6(S) load duration factor=1.6, 3 ' Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. o? /0/0/4, M-1.5x3 +1 M-1"5x3 41( \ C') M 4444, O O cD - 10 11 i�� 12 ►. o o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 0 M-3x5(S) y 9-06-04 8-11-12 y 8-11-12 9-06-04 y y y 20-00 17-00 y y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C2 .. IN Scale: 0.1596 F'J`�� '15/t///17s��� WARNINGS: GENERAL NOTES,unless otherwise noted: p4,• r] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1 92s[�E Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper . ' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �'' 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top end bottom chords to be laterally braced at ,kyr _. DES. BY: LJ 2'0.0.and at 10'o.c.respectively unless braced throughout their lenggth by A14 aa' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONa ir r��� SEQ.C 6035308 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'V ,p_ W S E Q. : fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4.�y, , \b A.. design loads be applied to any component and are for"dry condition"of use. V k 9 4 TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. C A P`f t fabrication,handling,shipment and installation of components. 7.Designassumes adequate drainage is provided. 1-4- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 114111111111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits Indicate size of plate in inches. MITek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(RES:12/31/201.5 id[11111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 DF N1&BTR; LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 DF N1$BT 2x4 DFDF &BTR;#18,BTR T1, T4 SPACED 24.0' O.C. not exceed 19% at time of manufacture. 2x4 KDDF N1&BTR B1 LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc load duration factor=1.6, M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 18-06 18-06 12-04-10 1` 6-01-06 6-01-06 12-04-10 12 IIM-4x4 12 6.00 3 Q 6.00 Nil M-3x5(S) III -3x5(S) ii- ii(111 (II 114: CO dli /I/1il 1111111111111111111111111111111, 4 01 o M-3x5(S) o M-3x4 M-3x4 1, J, y 20-00 17-00 y ) 1, y 1-06 37-00 1-06 ,co PROP JOB NAME : POLYGON PLAN 3-B - C4 '\t' t�� INT F6s Scale: 0.2219 '3/P/111! /0 WARNINGS: GENERAL NOTES,unless otherwise noted: r q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Q' =92 t 0 t-E r Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 yrNJr o y,�-r 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I� DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by } i rte" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! ` �'' DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ )�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "'j� �}_OREGON tet!' SEQ. : 60353 09 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, ""! QAC design loads be applied to any component and are for"dry condition"of use. 4 A^}- TRAN S I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If �y f" fabrication,handling,shipment and installation of components. necessary. /� Pt R`i V 7.Design assumes adequate drainage is provided.s, 1.. B.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII 111111 II IIII VIII III III 111 IIII TPINYTCA in BCSI,copies of which will be furnished upon request. git coincideIntwith joint ain fines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 iii ii 1 III LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF #1&BTR 3- 4=(-1248) 526 9-10=(-506) 1433 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10.11=(-505) 1434 9- 6=(-469) 379 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1226) 475 6.10=( 0) 189 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1706) 635 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 ALL TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -300/ 1255V -107/ 116H 5.50" 2.01 KDDF ( 625) OVERHANGS: 18.0" 18.0" 25'- 0.5" 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0' -618/ 277V 0/ OH 143.50" 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc snacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.057" @ 12'- 9.0' Allowed = 1.229" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115" @ 12'- 9.0' Allowed = 1.639" HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.150" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.200" POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ. LL DEFL = 0.028" @ 25'- 5.6" SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ. TL DEFL = 0.046" @ 25'- 5.6" BRACING TO THE HINGE TYPE CONNECTION. 18-06 18-06 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 Design conforms to main windforce-resisting 6-09-08 5-11-08 5-09 0-0' -08 1�8-03-08 1' system and components and cladding criteria. f f f TT f Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 =1A-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 6.00 C:7- 4 6.00 Q 6.00 load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. M-4x6 Gable end truss on continuous bearing wall. a� M-3x5+(S) C-1x2.6 or equal typical at stud verticals. Refer to CompuTrus gable end detail for y4 complete specifications. Q', M-3x5(5) CD M-3x4 orn 3 0 . co 0 0 .y. wNMI .. 4 r ,- v o M-3x4 M-1.8 5x3 M-3x8 0.250 11 0 M-5x6(S) M-3x5 M-3x4+ 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 J, y y y 1-06 37-00 1-06 _to PRppe� 19 JOB NAME : POLYGON PLAN 3-B - Cl 6oale: 0.,7,2 4Cl" f` /Z/ ©C '° WARNINGS: GENERAL NOTES,unless otherwise noted: .D2®®,t E r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual /,! 411" Truss: Cl and Warnings before construction commences. building component,Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction „ie 460001.' 2.Design assumes the top and bottom chords to be laterally braced at ' , DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - v continuous sheathing such as plywood ing(es and/or drywall(BC), q OREGON 41 DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L,., 4, N� A �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. //� "�}r 0 A^.}.. S E Q. : 6035310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, V 1 4 design loads be appled to any component. and are for"dry condition"of use. ..Fi R}` TRANS I D: 406433 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 C b . fabrication,handing,shipment and installation of components. necessary.sg P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1E0 11 111111 IIII III VIII III VIII III IIII TPINVTCA in SCSI,copies of which will be furnished upon request. git coincidewith jointacenter lines. EXPIRES:12/31/201 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I�III II ISI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-376) 2333 3-11=( -297) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0•C. 2- 3=(-2738) 534 11.12=(-267) 1959 11- 4=( -45) 563 WEBS: 2x4 KDDF STAND; 3- 4=(-2513) 541 12-13=(-200) 1645 4-12=( -710) 250 2x4 KDDF STUD A LOADING 4- 5=(-1757) 469 13-14=(-458) 2787 12- 5=( -352) 1302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1937) 494 6-13=( -111) 464 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4685) 890 13- 7=(-1489) 355 8- 9=(-4950) 999 7-14=( -360) 2427 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 76 14- 8=( -154) 193 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50' 2.76 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6,0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.311" @ 28'- 8.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.620" @ 28'- 8.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" 18-06 18-06 MAX HORIZ. LL DEFL = 0.165" @ 36'- 6.5' 7-03-08 5-02-11 5-11-13 �2-00 5-05-11 5-02-03 5-10-02 MAX HORIZ. TL DEFL = 0.273" @ 36'- 6.5" T T T T T T T T Exnassumes 12 12 not exceed19% atltimeofumanufacture. 6.00 t M-4x6 Q 6.00 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. M-5x6(S) :lli*. M-3x4 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=l.6, Truss designed for wind loads 00 0.25" in the plane of the truss only. o4 M-1.5x3 3 .M-1.5x3 \ . • IT m 1a M-3x10 m o M-6x8 C. o 1 .'.. 12 13 `• 0 a o "M-3x6 d"25" M-3x8 M-5x6 cs M-5x8(S) - 3.00 3.00t - 12 12 y J' y y y y y y 9-05-06 9-00-10 2-03-09, 7-10-08 , 8-04 , y J,1-06), 20-09-08 7-10-08 8-04 ,1-06y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C3 �� �, G RCTF 6:0, Scale: 0.1596 `� t��(Q;7 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �C /t/ 07 i �+ 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual a ®t�f- r" Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r�mr" � ' Po N continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). $ . DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t'� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7 a� 1k 40 SEQ. : 6035311 fasteners are complete and at no lime should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, L. .7. j.' Q\ c design loads be applied to any component. and are ss"dry condition"bearingof use. Q -7 1 4 2„ -"�' TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full at all supports shown.Shim or wedge if P fabrication,handling, necessary.Design assumes C'•Fi R i shipment and installation of components. 7, adequate drainage is provided. C+'1 4.1"• 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 1111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request, git Indicate with jointacenter Ines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-279) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-1121) 284 8- 6e(-218) 931 8. 4=( -44) 469 WEBS: 2x4 KDDF STAND 3- 4=( -839) 188 8- 5=(-279) 219 LOADING 4- 5=( -839) 188 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 284 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7.1 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -150/ 904V -91/ 91H 5.50" 1.45 KDOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 5.5" -150/ 904V 0/ OH 5.50" 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.026" @ 8'- 8.8" Allowed = 0.827" MAX LL DEFL = 0.013' @ 18'- 11.5' Allowed = 0.150' MAX TL CREEP DEFL = -0.014' @ 18'- 11.5' Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061" @ 3'- 11.4' Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012" @ 17'- 0.0' MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0° 8-08-12 8-08-12 1' T '( NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. '1 f ' '1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 17 HM-4x4 " 6.00 4 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� loadrduration f-forowin.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 4011111 .- ihoith, e. 3 co M o p w.' e. O 1 - 8 _ M-3x4 M-3x8 M-3x4 k y ), 8-08-12 8-08-12 ; y y y 1-06 17-05-08 1-06 JOB NAME: POLYGON PLAN 3-B - D2 �`�� pRC� Scale: 0.3117 ``` /Zlr ' u/ WARNINGS: GENERAL NOTES,unless otherwise noted: ff2 t j 1T. ,;,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .92.•P Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0y�IP DES. BY' LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by +A " ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fa.n. SEQ.C�1 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. "' ,p_OREGON 1t/ S E Q. : 6035312 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. 4, N A. design loads be applied to any component and are for"dry condition"of use. 4 }, 1 .2 Q� TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling, Design assumescessary. �' R IR(i t shipment and installation of components. 7.Design adequate drainage Is provided. Lb 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPINYTCA in BCSi,copies of which will furnished upon request. git coincide with joint aIn inches.9.Digits indicate size of plate in Inches. ry n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-13f 1,ESR-1988(MiTek) EXPIRES:12/31/2015 11M 011 This design prepared from computer input by PACIFIC LUMBER-BC III 11 LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C, not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector late prefix designators: DL ON BOTTOM CHORD = 10.0 PSF P P 9 TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=21.4ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 12 12 6.0017' IM-4x4 Q 6.00 3 ii M 4 c') CD/ -/ •o v d Oil / ///////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////// / O O 1 O M-3x4 M-3x4 /, 1, ,1 ,1 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D1 Scale: 0.4363 s5,,, ,0 61, 451 1011 WARNINGS: GENERAL NOTES,unless otherwise noted: .r- . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .9G 11.I—G Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 +,,�^ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r ARP," tY. DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /'��c�. c+ /1 o c 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. 'V OREGON D, W' S E Q° : 60353 1 3 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ' design loads be applied to any component. and are for"dry condition"of use. 4'.,› 7-411- ''q}! 4 2,� �?^�" TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V �y fabrication,handling,shipment and Installation of components. Design essary 'M""a R%L V 7.Design assumes adequate drainage is provided. +C fl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111011111111111111 TPIMITCA in SCSI,copies of which will be furnished upon request. Digit coincide with joint center nce. 9.Digits Indicate size of plate in Inches. n MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1.2=( -5) 11 7-8=( -99) 146 7.2=(-496) 180 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-282) 108 8.5=(-129) 497 2.8=(-100) 351 WEBS: 2x4 KDDF STAND 3-4=(-320) 106 R-3=( 0) 143 LOADING 4.5=(-622) 171 R-4=(-314) 229 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 76 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0' 18.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -56/ 476V -156/ 72H 5.50' 0.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0' -127/ 680V 0/ OH 5.50" 1.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09-04 8-08-12 MAX LL DEFL = -0.010" @ 7'- 0.0' Allowed = 0.529" f f fMAX LL DEFL = 0.013' @ 13'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ 13'- 0.0' Allowed = 0.200" 0-05-08 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079' @ 7'- 2.8" Allowed = 0.514" T T T T 1' 12 12 MAX HORIZ. LL DEFL = 0.004" @ 11'- 0.5" 6.00 Q 6.00 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" NOTE:Design assumes moisture content does HM-4)(4 not exceed 19% at time of manufacture. 4Design conforms to main windforce-resisting 30" system and components and cladding criteria. N_I Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3X4 \ load duration factor=All Heihts , 1.6 Cat .2 , Exp.B, MWFRS(Dir), Truss designed for wind loads 1 in the plane of the truss only. e� M 1.5x3 11110a r'c to co 0 M M Z G0� O A- 7►� 5 o M-1.5x3 M-3x8 M-3x4 0 1, 1, , 2-09-04 8-08-12 11-06 1-06 ,.. (} P R o JOB NAME : POLYGON PLAN 3-B - D3 5'� ' �)N `psi Scale: 0.3840 \ 4. WARNINGS: GENERAL NOTES,unless otherwise noted. �ff r45/ 1��� r 1 D3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual �' =7G 0.®PP E r- Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, +� po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}+� A_OREGON 4, SEQ. : 603531 4 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, �. v. p\b SA, design loads be applied to any component. and are for"dry condition"of use. '7 P 1 2, -'S^ TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge If necessary. ' PR`G.‘- �� fabrication,handling,shipment and installation of components. 7.Designsign assumes adequate drainage Is provided. S: 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 11111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. git dae with joint ate In nche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11 IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-68) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -110/ 429V -7/ 54H 5.50' 0.69 KDDF ( 625) 1'- 9.2' -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALICOND. 2: Design checked for net(-5 gsfl uplift at 24 "oc sgacing.l 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013° @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.050' MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.2" Allowed = 0.148" MAX HORIZ. LL DEFL = -0.000' @ I'- 11.2" MAX HORIZ. TL DEFL = -0.000° @ 1'- 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. 11 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Mo (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. m„ 0 v 111 0,7- 2 4 1 M-3x4 1-06 2-00 ;1 1 .. 1 ' , � PR O s JOB NAME : POLYGON PLAN 3-B - El Scale: D.9632 ,c, rGINT fir? 0 �' WARNINGS: GENERAL NOTES,unless otherwise noted: y.n r�� � p f C 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual a a`e,r E r Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters end proper /'J 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 �r�r DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +, +JR"� Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall/BC). . CC DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. B SEQ. : 6035315 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ..7 r O design loads be applied to any component: and are for"dry condition"of use. G r 1 4 2„. 4 TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if /j `�y �� necessary. "'^`.:r'iR`1 �„ fabrication,handling,shipment and installation of components. 7.n ec gnss assumes adequate drainage is provided. r'i L. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincideIntwith Joint ate inn nche. P 9.DigitsIndicateectoofatedingcves. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) t