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Plans (63) /t'dS��UCC," / 741 /17,-t 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 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. "StQ, D PRQF��,S �LyGLNFF� — 2 � 870 2PE yr cn '0j„ OREGON (IS MBER © Os, 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. ..... mit MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-119_UP 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. 0.10NIO lit 09 Ov GVAS y' -r` I-, 6 „t . gr C '`KGs 6E o April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 36 R41832580 PL14-119 UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber 8 Tess 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 ttlDzR3Xv-56BGEXseHTkmRQM5zY0yovnQnBVJx5h?SixgeV BZOQRZ I 2-6-0 Ia H 1 1-2-0 1a�1 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 II 3x4 = 1.5x3 I I 3x4 = 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e e N / a e/ ®\e e c • a o e 17 16 15 14 13 12 1. 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-6-2 I 11-4-2 1Q-11-71 I 18-9-12 I 114-2 ti-7-0 0-7-0 53-10 Plate Offsets(X.Y): 16:0-1-8,Edoel.(7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. loN1O N 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 00OC7 0- WASJ1. 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, 4, 7-12=756/0 �� Si#r //1 'R' co Ccl. . �.+4 NOTES N 1)Unbalanced floor live loads have been considered for this design. iR 2)Refer to girder(s)for truss to truss connections. 77 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��8 'cIST LOAD CASE(S) Standard SIONAL G �� t0PROr ENS')NEF9 /0 144 870 2PE -7 -j, OREGO 4O 0 4/aER 1� ©s A. He?, EXPIRES:0613012015 April 22,2014 I A WARNIMa`-Ver,'fy design rarameers and READ WIFE ON THIS AND 1NCUSZED Mira REFERENCE PAGE Ha 7473 sec 11291251€BEORE(LSE Design valid for use only with Mick 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 II is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a A� a +. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 64l fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Soutlsern.Pine(SP}.lumber is specified,.caufe/1gak agues are those effective 46/01/201.3 by ALBC Job Truss Truss Type Qty Ply 3B R41832581 PL14-119_UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:06 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1UJOfDuup4 UhkVT4z2QtKspB?L1ZhZ19E9kZ4zOQRx I 2-6-0 1-9-8 II 1-2-0 11 1-6-0 11♦1-12 1 2-5-8 II 1-2-0 II 2-0-8 1 I 144) I Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 e -# _ ,. SMS 1,1 .15.11 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 I I 3x8 = 3x6 = 12-7-4 I 8-8-1211-54 17-0-4I 17-4-12 I 21-5-12 I 8-8-12 I 2-8-8 b-7-Ob-7-01 4-9-8 4-1-0 Plate Offsets(XX): 14:0-1-8,Edael.17:0-1-8,Edgel,(16:0-1.8,Edge(,(22:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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/TPI2007 (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) lONJO t"_<a FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. (,4 1 WASkj.. 'y 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, 0 r ' 7 9-10=0/571,10-11=0/571,11-12=0/566 r .,it 4 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, k ' 15-16=22/297,14-15=-286/61 f 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, lite 12-14= r66/308,12-15=-457/0 d e r NOTES 11 4 49639 a 1)Unbalanced floor live loads have been considered for this design. IS 2)All plates are 3x4 MT20 unless otherwise indicated. S7�NAIG 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 OD P R OF,t- be attached to walls at their outer ends or restrained by other means.' ���IN� � eS'j4�9 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standardlit 87022Pi t- 1c, s' Nt y -tj; ORCON tiQ1t/ *ACI EMBER -\\ SA. HERS EXPIRES:06/30/2015 April 22,2014 4 a AWA€cNIP;S.Veer rtesiyaparamemnod REM IC VS ON THIS AMI1E11150HtTEKREFERENCE PAGE f107413ma,1/15/2014BE.cceEI/5€ 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 inns 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 Mit@k' 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/TP11 Qualify Cr leria.DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 It So InformationcePIowISPI lumber um eea ee isReTc Platedesign 781aeeeMam effective 06/0315018 tryABSC 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 3B R41832582 PL14-119_UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:07 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-VhtOtZvWaO6LIu4gegafQXPz4Ojzl9buOuul6VVzOQRw I 2-5-4 I I 1-2-0 1 1 2-0-8 1 2-6-0 1 1 1-4-4 I Scale=1:22.2 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 354= 1.5x3 II 1 2 3 4 5 6 7 D e 11.... .. _ D i_ all 7 No s D L. ►/ D 1 K 11 10 1/ 8 3x4= 1.5x3 I I 3x4= 358 = 354= 3-11-12 2-8-4 3-31 3-101 II 8-7-12 8a.�-.y4I 12-9-0 2-8-4 15-7-n 10-7-0 0-Y-S 4-8-0 0-'1-S 3-11-12 I Plate Offsets(X,Y): 12:0-1-8,Edgel,110:0-1-8,Edael LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incl 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.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplif8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) 10b110 44. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0r7 WA . �v S TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 0 40 0 1 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 , ' . ' .,X Yi O WEBS 2-12=610/0,4-9=841/0,6-8=-123/255,6-9=-444/0 0 • w" 't N NOTES k. 1)Unbalanced floor live loads have been considered for this design. ff' 2)Refer to girder(s)for truss to truss connections. id4963944) ` 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. Q , iS,„BI 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '91QNAL tits 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASES) Standard c_.,. •c c.,\G N / (t" 8 4 2PE /pr' (ft cv tv y -0j�OREGO ti 4)4v Cn OBER On He # EXPIRES:06/30/2015 April 22,2014 1 A W,1RNI7 3 Ver'r design rotameters and READ NOTES ON MIS AND 7t EJJOED i$ITE?f REFERENCE PAGE Mu 7473 res 1/25/201&9 f 115E 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 responsibility of the !�'���• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bonding Component 7777 Greenback Lane,Suite 109 Safely Inlormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Piave tSP)tsrrn#xr is artecified„thedesigo*RNA.are thriceeffe2Yire 136/011111.3 lxyALSC Job Truss Truss Type Qty Ply 38 R41832583 PL14-119_UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego.Oregon '- 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-ztRn4vv8LhFCwlfsCO5uylx86o2X1 cal dYereyzOQRv I 2-6-0 1 0-8-4 1 1 1-2-12 1 1 1-6-0 -I I 1-2-0 I I 1-4-4 I 1-3-0 I Scale=1:18.3 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x6= 4 5 6 7 8 • o ,...\ •.„..N.N. o 0 0 0 7....„...........,........."..25 e o r e . N.N. .. 14 12 11 103x4 = 9 /\ 3x5= 1.5x3 I I 3x4= 3x6= 3x4= I 3-2-6 I 10-6-12 I 3-2-8 7-4-4 Plate Offsets(X,Y): 15:0-1-8.Edoel,F10:0-1-8,Edae) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 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/TP12007 (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. I REACTIONS (lb/size) 13=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Uplift 14=19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) IONTO FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. QC7 0' RTA:x'jp>, 4 TOP CHORD 2-3=0/260,5-6=429/0,6-7=-429/0 W y, BOT CHORD 12-13=260/0,11-12=0/429,10-11=0/429,9-10=0/291 4.. ," ;v, '+0� tel+ WEBS 3-13=330/0,2-13=306/0,5-12=286/0,3-12=0/470,7-9=-372/0 k` Off, NOTES 4 1 1)Unbalanced floor live loads have been considered for this design. jfr 2)Refer to girder(s)for truss to truss connections. "a 4` 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 110 4 49639 Q 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �',v O/STS0 e e 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4'101sTAL be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ,� ,,, ,o PRO- 87022P�kJ v1- 7:0 0c.1 :::: Dont :::14li `� & HERA EXPIRES:06/30/2015 April 22,2014 4 a ®kyARN7, -Year desiyaralamelsrsand RPM Pr TEE GUTHIS ANDDOZED PdITEKREFERREI PAGE MIT 7473mx1/29f29J4?AWE Design valid for use only with MiTek connectors.The design is based only upon parameters shown,and is for an individual building component. 11011 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Ml�ek' 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/TPIl 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 oherm Pine(Spj ivmbae is sg.+esified,cheSleaign values edecthw o6/GiJza.1..s tayMSC Job Truss Truss Type Qty Ply 36 R41832584 PL14-119_UP F05 FLOOR 4 1 Job Reference(oDtion=0 Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-ztRn4w8LhFCwlfsC05uylx4doyH1 a31 dYereyzOQRv 2-3-12 I I 1-2-0 I I 1-0-0 I 2-6-0 Scale=1:21.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 • e e e • o _I o N o 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,Eddel,[10:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) l/defl L/d 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 Incl YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1;IN.IQ TOP CHORD 2-3=-1204/0,3-4=1204/0,4-5=-1646/0,5-6=-1646/0 A BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 �y5 s fit. WEBS 3-10=0/263,2-12=1310/0,6-8=-1198/0,6-9=0/579,4-10=545/0 NOTES to fr 0„A. ti 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. 1* 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (;r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'd� 49639 be attached to walls at their outer ends or restrained by other means. 0, �'k. £ i .cCU LOAD CASE(S) Standard S10NAI.; �,c,0 P R OFpc34 `ScS' 87022PE r' CP cv S 'QS, OREG N rp�1t/ On BER , Pr. SA" He¢ EXPIRES:06/30/2015 April 22,2014 a _ t ®ffi IJ/L13-Veit!d¢srin Famous and REAL POTS TS ON RifO mamaN€7€K REFERS T M H117413 mg 112512014BE REt Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the p��r®'`°R. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMB fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quakily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Sute 109 Safety Int vIns.5 gk� 4 ace't ove ee,7fta tctsva 06801 f2CT13 A 2SC 4 Citrus Heights,CA,95610 If Pioe t" tannber is speeciifi the Job Truss Truss Type Qty Ply 36 R41832585 PL14-119_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.51D s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:10 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-wGZXVaxPtJVw9LpFJp7M1A1 UfcgVXGK4s7yirzOQRt I 2-6-0 1 0-9-8 1 1 1-2-0 1 1 0-4-4 1 2-0-0 I I 2-5-8 I I 1-2-0 1 1 1-11-0 I Scale:1/2"=1' 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 9 • • • e r e • e e 9 \ 000000000000 N _ _ e e a a • 16 1514 12 11 . 3x8= 1.5x3 II 1.5x3 II I 3-6-8 1 4-1-8 14-8-8 1 7-8-12 I 10-5-4 111-0-4 111-7.4 1 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edge1,18:0-1-8,Edael.114:0-1-8,Edgel,115:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in floc) 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/TP12007 (Matrix) Weight:64 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) 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) otaNIO, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=570/0,34=570/0,45=570/0,74=314/0 mac? r' 'V4r.A$j�r BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=01314,10-11=0/314 W 0 WEBS 2-16=612/0,5-13=595/0,5-14=0/291,7-13=488/0,8-10=-353/0 i y 4f 11fvr "Ao 'd t'M • NOTES f3 1)Unbalanced floor live loads have been considered for this design. li. 2)All plates are 3x4 MT20 unless otherwise indicated. -''r 3)Refer to girder(s)for truss to truss connections. ed 4644 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. (� �I' 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �+ �I3T0 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 4S� �L � N be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard r4VPROFFsePGIW FR * 7022Pr r-- S OR GON ci, ©1U b 41BER Osi. ilk,A. HE �� EXPIRES:06/3012015 April 22,2014 4 f AMINI -Verity deign paramerxrsuxdREAD f TES ONTHIS ANC MIMED HITEKs4EFE/LEAKEPA11411.7473me1,12512014BE01 DISE 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 ild's 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,DS11-89 and SCSI Sanding Component 7777 Greenback Lane,Suite 109 Safety Inlormafon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 if Southern Pine fWl 8umllar is specifed"the designs aetues ace Whose off17610212013 by ALSC Job Truss Truss Type Qty Ply 3B R41832586 PL14-119_UP FOB Floor 2 1 Job Reference(ogfionall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-OS6viwy1ecdnnVORtWebaNZcoOvMErXUJWsVFHzOQRs 2-6-0 I 1 1-0-10 II 1-2-0 1 CHEL111 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 - u o e e • l' N e e 1 16 15 14 13 12 3x4= 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-8-10 I 11-+10 1R-1-1o1 1 19-0-4 I 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edciel LOADING(Psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. :01NOO 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 Vii, 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 DC7tjWA3 �VWEBS 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, {i 7-12=786/0i'' 4' 1F IN NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. t?r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Alt 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 0.4., tcts,r ' be attached to walls at their outer ends or restrained by other means. . �' alOxrLc� LOAD CASE(S) Standard ��„sk PRop' CSS ,14 GINEF9 f,?'44 -9' 4t 8 •' PE / 1— y 0,, OREGO el?,41./ '9° 'w•eER \'' r‘A He EXPIRES:06130/2015 April 22,2014 ii1 Avf,ARNPE-Ver'':ydesiyrararametErsandREAD pr,TES ON7fEIS AM MUTED MI7EKREFERENCE PAGE M7I-7473rex.S/2S/70L4BER i7EUSE _ 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 responsibility of the e�iTQ�• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,qualify control,storage.delivery,erection and bracing,consult ANSI/TPIl Qualify Criteria,DSB-89 and BCS1 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 rfSavthete Pace fSP7tsanhet isapecifisd,the design uaftees are these e4factlt e05/02/50$5 byAtSC Job Truss Truss Type Qty Ply 3B R41832587 PL14-119_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-OS6viwylecdnnVORtWebaNZcnOvLErWUJWsVFHzOQRs I 2-6-0 I11�a�1 1-2-0 1Oil:__11-2 Scale=1:33.2 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 1a N I / \ e \a/+ s\e \ o l9 L PI Er. 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 I I 1.5x3 II 3x8= 3x4 = 12-8-14 I 11-6-14 V-1-11 I 19-0-8 I 11-6.14 0-7-0 0-7-0 6-3-10 Plate Offsets MY): 16:0-1-8,Edoel.17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Ina 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. 10NIO TOP CHORD 2-3=-3025/0,3-4=-3025/0,4-5=3791/0,5-6=-3791/0,6-7=-3457/0,74=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 o� yi WAST 44. WEBS 2-17=-1940/0,2-16=0/1326,4-16=-687/0,4-15=-25/297,5-15=-265/0,6-15=69/600,9-11-1943/0,9-12=0/1287, C., A, 7-12=789/0 +h ��:, O t 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. 4;r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '..6 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 (( lit' � {Sg 9 be attached to walls at their outer ends or restrained by other means. > tilS LOAD CASE(S) Standard IONA1S /c' VAGIN F9 /% 87022PE 9r 5.-.7CREGO 2�At/ 4SA. H R ,' EXPIRES:06/30/2015 April 22,2014 I , A WARN7P6-Verity dc_=ian paraavers a sd READ d 7EE C3-THIS AND MILTED 1417EKREFERENSE PAGE HU 7473 sen 1/25/201E BffJSE'11SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. 1I Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the p�Te'!� erector.Additional permanent bracing of the overall structure is the responsibility of the buildingBYi designer.For general guidance regarding fR fabrication,quality control storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Bu8ding 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 rs:autrlemPilumbar s;ad,tintdeslgn,aru ant those r 1/201.3 try ALBC Job Truss Truss Type Qty Ply 3B R41832588 PL14-119 UP F10 Floor 5 1 - Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon - - 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:12 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-segHwGyfPwlePfzdRD9g7b6p9PMBzOodYAc3njzOQRr I 2-6-0 I I 1-48 I I 1-2-0 I I 1-3-0 I 1-6-0 I Scale=1:18.9 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e 0 7 0 0 i Z 0 N G v 4 O eeP 1 11 10 9e3x4= 8� f Y 3x6 = 1.5x3 I I 3x4= 3x4= I 6-9-0 1 7-4-0 1 7-11-0 1 10-11-0 6-9-0 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 14:0-1-8,Edae1,f9:0-1-8,Edoe1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d 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 IBC20121TP12007 (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. 10NIO 1,_ TOP CHORD 2-3=1280/0,3-4=1280/0,4-5=1062/0,5-6=-1062/0 �7.t��� BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 O OV WAS t " . WEBS 2-12=998/0,2-11=0/384,4-11=-21/333,6-8=-750/0,6-9=0/566 0 ' C, ,,. NOTES i t.a / i �1, 1)Unbalanced floor live loads have been considered for this design. 1 _ N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 14` 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,V 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 1� 49639 $,L+ be attached to walls at their outer ends or restrained by other means, .., cts'r .c LOAD CASE(S) Standards ONAL;14,G <<-vpPROp619 �,�.5 tiN�'( �F9 /o�9r' 8 a 2PE al7 ,`1 y -5, ()REGO tip Qi � s k HER�v EXPIRES:0613012015 April 22,2014 I _ t AWARNING-%ten'syrte=iyopara trrswattRE.Ml1 7>5ON7NISAdr I/KIUOEDNITEKREFERENCE PPA 1S 7473rer-4OWftlitd c�.SEUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBty Criteria,DSI-89 and ICS!Building Component 7777 Greenback Lane,Sate 109 Safety Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 II Southernpine(SP)tsarrbex is ertureinee,rhe de anger suttees am'atom effective 06j01/201.3 byAMSC Job Truss Truss Type Qty Ply 3B R41832589 PL14-119_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:13 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-KgEg7czHAEtVOpYp_xh3fof?ZpmNis4nmgLcJAzOQRq I 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 I I 1-5.0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 a e Y fi t►i o l_Wilijirillill. 40000000.-44%4414404104%444p N N a e e e e „ 1 Z 11 10 PM 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 2-8.43-34 3-10-4 II 8-7-12 8a-�4 12-9-12 2-8-4 10-7-0 10 -7-0 0- 1-6 4-8-0 0-'l-$ 4-0$ Plate Offsets(X,Y): 12:0-1-8,Edge1,110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) l/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 (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) y"ONTO 44. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. &y5 O Wit- 4" TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 {t % ' BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 *y' p 11` *'1 d WEBS 2-12=610/0,4-9=-841/0,6-9=452/0 co ( k" ", VI t4 NOTES ! 1)Unbalanced floor live loads have been considered for this design. ; r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 'd•of49639 ,4 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. O 40.6 �'G/ 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 `S'f(�NAL3G be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard R1/4tDPRQFese1' 4r.c?�. �cNG� EF9 ,0 -57 870 2PE <" - o�j,OHEG N et, ©� lb '41BER .V\ t9 A. HeckP EXPIRES:06/30/2015 April 22,2014 e r AWARNZM2-L'er,'.+ydesign perameicrsoradR€A0140 TES ONI#fiS 11,411111EDMIT€KR€€€,SNEM r3Eil4II.7173 reg,125/2014 WORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �rt 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 BCSI Building Component 7777 Greenback Lane,Suite 109 Safety InformaBon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SP)lumber isopec ed.the tfesignvatues uee.that&effective 0€/01/201.3 by MSC IJob 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?CTgSFZSISNcS 1 ttIDzR3Xvo1 o2Ly_vxX?Mey7OYeCICOBAgD3URJIw?U59rczOQRp I 2-6-0 I 1-9-8 I I 1-2-0 I I 1-3-4 I 1-6-0 I Scale=1:16.5 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 e e e zzze 0 N'' e e e 10 9 8 3x4= s� 3x4= /X\ 3x4= 3x4 = I 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): f8:0-1-8,Edoel.19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d 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/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. lONIO N. 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 OCP OV VAS 4 WEBS 2-10=-738/0,5-7=572/0,5-8=0/382 C 4 rQUO , HORD 1 4, 1, ) 1)Unbalanced floor live loads have been considered for this design. / N 2)Refer to girder(s)for truss to truss connections. r tee 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. ''`.1' 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d 4, 49639 44' 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Q,0, 'GrST be attached to walls at their outer ends or restrained by other means. , LOAD CASE(S) Standard 0 PROF,. 4,,.<-‘)'' ' sco-iGINEFi r, 4 0�v i'z' 87022PE f (D ,CV -5oREG N :),Q. �'�' ds A NER�P EXPIRES:06/30/2015 April 22,2014 t ` ®WARNL Vertyrieviynparameters end READ P017SONIEISANDPEW-LED HZT€,KREFSEtaPAGEMII7473mc 1115/201411E1/42£USE Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for on individual building component. '• Appricabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the A� ��- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYf fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII QuaBy 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 *Samisens Pine tSPIluentboris specified,tiseciesignostues see those w ectrve 2/203.s try At SC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y (6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0_1/1 6" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I ng O .. p bracing should be considered. F � O �� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of his truss ign to the For 4 x 2 orientation,locate ~ C7-8 6-7 cs. 4 designer,erection tsupervisorsproperty ownerand plates 0 'nd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. v., 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 1 ® ( 17.Install and load ` number where bearings occur. �— vertically unless indicated otherwise. Min size shown is for crushing only. jut 18.Use of green or treated lumber may pose unacceptable 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. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20. k6 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 r371.0' V= 16'-' a /fr \\\*\\:\\ • C3 (8) /\ 8.12 415 R5 8:12 C2(1 1) C', . D3 ti- 8: 2 8:12 61 6.72 II�III Al / W / 0:1� 6:12 b D2 (3) GARAGE 14'-2" 11'x' 251-6' 17141/? (0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 TRUSS COAL ULATIo SANDD ENGINEERED STRUCTURAL a PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER aumber PLAN 3B INFORMATION.BUILDING DESIGNER/ENGINEER OFFRECORD PL4N: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3-B / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALLTR US S 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. I 3T-0' r V= 16'-5" rA \XI \ C3 (s) , k -- -k. 1 i --- _ 6:12 C2(1 1) \ - 6 ..C1 7. 0 (2) 6:'2 li B�:12 12 1 Nii $ • _ - Al I b 6:12 :12 / UJ / _ (3) GARAGE , D1 14'Y 11'x' 2 171-31/Y ©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 ..........................A‘1" PROJECTTITLE REVISION-1: DRAWINGS FOR FURTHERE � ber PLAN 3B INFORMATION.BUILDING DES RESPONSIBLE FOR ROF RECORD PLAN: DRAWN BY' REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 3-B / CHECKED BY' DESIGNER/ENGINEER OF RECORD TO w REVIEW AND APPROVE OF ALL R TRUSS USS , .. COMPANY DELIVERY LOCATION: SCALE' REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. tl 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. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). O ( r1 i V dr 0:0111 irr '4 " till ' was /f )' ,.'` „ 12.JONA 1r/�":f,3 j t j=. .. EXPIRES S 6!x30115 IIIIIIIIIIIIII This desiLUMgn BER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacino.I TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF 41&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 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 T HM-4x4 3 12 12 Q 6.00 6.00 M-3x4 4 M-3x4 0 —/1? Q 0 1 y y y y 14-02 1-06 1-06 �. 0 PR OP6 JOB NAME : POLYGON PLAN 3-B - Al Scale: 0.5115444 %irr ' WARNINGS: GENERAL NOTES,unless otherwise noted: G� , P { 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4011111%.///2,10 Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the rem chorsiGhly of the building designer. 3.Additional tem ra bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at po ryty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by r�YP,- �„ DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall C). OREGON �r". DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ W SEQ 4.Na load should be appeed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7��^4a,J 1 4Or� S E Q. : 6035306 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �,/ -7 r and are for"dry condition"of use. � . design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if �+. { 1 TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the necessary. R f 1 t" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch Will be furnished upon es coincide with joint center lines. I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMiTek SA,Inc./CompuTrus IANTCA in BCSI,copies of (Software 7.6.6(1 L)-Z request, 9 0 IDs Indicte size caannadoropiate design values see ESR-1311,ESR-1988(MiTeW f late In EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1.3=(-805) 265 6-1=(-115) 48 3.7=(0) 305 2x6 KDDF#18BTR T1 SPACED 24.0" O.C. 2-3=( 0) 0 1-7c(-229) 648 BC: 2x4 KDDF#1&BTR 3-4=(-818) 321 7.4=(-226) 651 WEBS: 2x4 KDDF STAND LOADING 4-5=( 0) 76 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ"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 yyyyy ( 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. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 M-1.5x4 or equal at non-structural MAX LL OEFL = 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 OEFL = -0.028" @ 21'- 11.3" Allowed = 0.476" MAX IC PANEL TL DEFL = 0.060" @ 14'- 10.1" Allowed = 0.697" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. LL DEFL = -0.007" @ 25'- 0.5" M,M2OHS,MI8HS,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 19b 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. 1P-09 IIM 4X4+ 5-08 7-01 '' Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T load duration factor=1.6, 2 Truss designed for wind loads M-3x5 in the plane of the truss only. o_ M-4x6 w 0 12 12 0 6.00 Q 6.00 u; c') M-3x4+ 4 0 4- /-- o- r ., C. M-3x6+(S) 1 M-1.5x3 M-3x4 k y ), ./ 7-05 11-00 7-01 I ) I I 1-06 25-06 1-06 ���,t0 P R QFt JOB NAME : POLYGON PLAN 3-B - 61 Scale: 0.2470 1� <Q.q WARNINGS: GENERAL NOTES,unless otherwise noted: 1,iti T.7 /•P G. C~ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual y' Truss: 61 and Warnings before construction commences. building component.Applicability of design parameters and proper �. ' 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. /' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 40111001P DES. BY• LJ2'sc.and at 10'o.c.respectively unless braced throughout their le th bygn ��"" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). n C. DATE: 8/21/2014 the overall structure is the responsibility of the budding designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGON 4, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1)u SEQ. : 6035307 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 2 design loads be applied to any component. and are for"dry condition"of use. �L'�Q�"' 1 4 - TRAN S I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge if �`�y t� S fabrication,handling,shipment and Installation of components. "'�iY 111.� p P 7. ei 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 IIIIII VIII VIII VIII VIII VIII 11111 Ilii IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git c dicawith Joint center teilines.. 9.Digits indicate size of co 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/Cel 00 TC: 2x4 KDDF #1&BTR -2 LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR . 3=( 0) 76 2.10=(•269) 2382 0.14=(--19) 195 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- 5=(-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. 6=(-713) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 6- 7=(-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 BAG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 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 net1-5 oaf) 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" 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-06-05 NOTE:Design assumes moisture content does '1' ', . , f ,. ,- not exceed 199s at time of manufacture. 12 M-4x6 12 Design conforms to main windforce-resisting 6.00 4 6.00 system and components and cladding criteria. 5 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5X6(5) M-5x6(S) load duration factor=l.6, 3. Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. v? if, M-1.5x3 +i \)1110vM-1.5x3 M O M 1000..r 10 11 iii 12 - o o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6+ o M-3x5(S) / / 1, / / y 9-06-04 8-11-12 y 8-11-12 9-06-04 y y y 20-00 17-00 1-06 37-00 y y 1-os JOB NAME : POLYGON PLAN 3-6 - C2 �, ° �Ra,��s Scale: 0.1596 i5iPiF `�* WARNINGS: GENERAL NOTES,unless otherwise noted: ) F!).��1Xcc--�• 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 �- o 9211®t-.E 1•~ 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - 4 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by } 4/ri ' the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). .•"' moo' CC DATE: 8/21/2014 P ty 9 9 3.2x Impact bridging or lateral bracing required where shown++ f OREGON 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'j7 OREGON 1(/ SEQ. : 60353 08 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 2,0 v• ��(•• TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if Q 14 Desessary. A F O y L` shipment and Installation of components. 7.Design assumes adequate drainage is provided. '✓1 1+ fabrication,handling, 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIAA/TCA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11E1111111This LUMBER-BC TRUSS SPAN 37'- 0.0" (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin5.i LUMBER SPECIFICATIONS LOAD DUSPAIED I24R0ASE = 1.15 2x4 KDDF A16BTR T1, T4 NOTE:Design assumes moisture content does TC: 2x4 DF A18BTR; SPACED 24.0" O.C. not exceed 19% at time of manufacture. BC: 2x4 OF 1$8.BTR; LOADING Design conforms to main windforce-resisting 2x4 KDDF q1&BTR B1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) (All duration fEnclos1.6, Connector plate prefix designators: Truss designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc in the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL AEOUTAEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PAC LIOE LOAD. TOP M-1x2 or equal typical at stud verticals.Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 16-06 18-06 , 6-01-06 12-04-10 12-04-10 6 01-06 f T T T 12 TIM-4x4 12 6.00 12 6.00 I ." Nil M-3x5(S) M-3x5(5) 4h ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,, : 4101.......1...0._...... MM �.. �� O IIIIIIM-3x5(S) M-3x4 0 M-3x4 y y y 17 00 20-00 y I 1-06 yi ofiy 37-00 ,,to PROp�r�S JOB NAME : POLYGON PLAN 3-B - C4 sale: °.22'9 �cl` p% Ii °9 GENERAL NOTES,unless otherwise noted: ,.7/2•/ G '� WARNINGS: 9/,0 1.ader and erection or cconstrucr should bem advised of all General Notes 1'building component.Applicability of designtparameterssand is individual Truss: C4 and Warnings beforewebracing mutommsnces. Incorporation of component Is the responsibility of the building designer. 2.204 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at `�� 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their lengQth by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweg(BC). /I./OREGON �f� DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ W 4.No load should be applied to any component until after all bracing and 6.Installation assumes trusses are is the to beuseda non pear contractor. environment, /I/ }f 1 E 2-�� �^� SEQ. : 6035309 fasteners are complete and at no timempo should any loads greater than and are for"dry condition"of use. Qj design loads hasbe no controlion to any over and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if /y .� ` TRANS I D: 406433 5.CompuTrus no and assumes no responsibility compo for the 7 Des gn a sumes adequate dralnega is revided. fabrication,handling,shipment installation of components. p 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located ant both faces of truss,end placed so their center 11111111111111111111111111111111 TPek U A In nc./ copies of which will be furnished upon request. 9.Digits inlines dicate size of plate inrinches. Ex� S 2/ 1/2�j J MiTek USA,IBC./Co pies of s Software furnished L)-E 10.For basic wnnector plate design values see ESR-1311,ESR-1998(MiTek) 1111101111111 LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" TC: 2x4 KDDF MEM; RATION DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDf/Cq=1.00 2 &BTR T3 SPACED 24.0" O.C. 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 x6 KDDF R1 BC: 2x4 KDDF H1&BTA 2- 3=(-1796) 544 8- 9=(•311) 1506 3- 9=(-541) 150 WEBS: 2x4 KDDF STAND 3- 4=(-1248) 526 9.10=(-508) 1433 9. 4=(-183) 637 LOADING 4- 5=( 0) 0 10-11=(-505) 1434 9. 8=(-469) 379 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 8=(-1226) 475 6.10=( 0) 189 BC LATERAL SUPPORT <= 12'OC. URN. DL ON BOTTOM CHORD = 10.0 PSF 8.11=(-1706) 635 TOTAL LOAD = 42.0 PSF 13- 7=( •975) 468 NOTE: 2x4 BRACING AT 24" OC UON, FOR LL = 25 PSF Ground Snow (Pg) ALL TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BAG REQUIRED BAG 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) M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) MConnector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,M2OHI8,CN1 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.013" @ -1'• 6.0` Allowed = 0.150" ,CN,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.014• @ -1'- 6.0" Allowed = 0.200' WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TLMAX CREEP DEFL = -0.1115' @ 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 SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HOAIZ. LL DEFL = 0.028" @ 25'- 5.6" BRACING TO THE HINGE TYPE CONNECTION. MAX HORIZ. TL DEFL = 0.046' @ 25'- 5,6" 18-06 18-06 NOTE:Design assumes moisture content does 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 not exceed 18% at time of manufacture. l' 6-09-08 TT Design conforms to main windforce-resistin 5-11.08 5-09 0-06-08 18-03-08T T system and components and cladding criteria. 12 �� T 6.00 1:2- =M-4x4+ M-3x4 12 12 Wind: 140 mph, h=23.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, c Q 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. M-4x6 :::e::ds:::i::t::::mnuDus ontinuous bearing wall. M-3X5+(S) . orlyical at stud verticals. Crable end detail for 3x5(5) ions. M-3x4 +* 3 , m 0 11 " 0 8 { 0 0 o M-3x4 M-1.5x3M-3x8 0.250 11 0 y M-5x6(S) M-3x5 M-3x4+ o y ), > ), y y y 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 1-06 y 1- 37-00 1-06 JOB NAME: POLYGON PLAN 3-B - Cl 5��� PR 7Cfis> Scale: 0.1712 S t /IITI irk -17 WARNINGS: GENERAL NOTES,unless otherwise noted: �, " ,,P///E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and properl'' r "y 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. tt DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at /,Or , I�Aaa• ' is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ♦1 _. DATE: 8/21/2014 the overall structure is the responsibility of the building designer, continuous sheathing such l b aywg re suimd where shown and/or dryvrall(BC). OREGON f SEQ/1 3.2x Impact bridging or lateral bradng required where ++ ,0 . : 6035310 4.No bad should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. �f fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �h -_7 3' 1 4 S �.. TRANS I D• 406433 design loads be applied to any component. and are for"dry condition"of use. V f7�t� ' 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge Ift!+ryy RIO- S+ ` `,.+T- fabdcatlon,handling,shipment and installation of components, necessary. r7 rl ba•' 6.This design is furnished subject to the Imitations set forth by7.PlatesPshall assumes adequate otc drainage is provided.,a I IIIIII 11111 VIII 11111 IIID VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 necoincide ewith Jaunt on centetr tries.s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.Digits ribasic connectorcate size of plate in inches. EXPIRES:12/31/2015 plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by EgliThis LUMBER-BC TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2=( 0) 76 2.11=(-376) 2333 3-11=( -297) 196 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-2738) 534 11.12=(-267) 1959 11. 4=( -45) 563 BC: 2x4 KDDF STAND; 3- 4=(-2513) 541 12.13=(-200) 1645 4.12=( -710) 250 4- 5=(-1757) 469 13.14=(-458) 2787 12- Sc) -352) 1302 WEBS: 2x4 KDDF STAND; LOADING 5- 6=(-17°8) 506 14- 9=(•867) 4422 12- 6=( -676) 288 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 7=(-1937) 494 6.13=( -111) 464 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF489 7- 7=(-4937) 494 13- 3=(•- ) 355 TOTAL LOAD = 42.0 PSF 8- 9=(-4655) 999 3.14=( 1489) 2427 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 76 14. 8=( •154) 193 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE REQUIRED BOG BRG T MAX HORZAREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERLOCATIONS REACTIONS REACTIONSHORZSIZE RE I. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 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 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 TLCREEP 0.200" MAX LL DEFL = -0.311' @ 28'- 8.0" Allowed = 1.804" MAX TLMAX CREEP 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 T MAX HORIZ. LL DEFL = 0.165" @ 36'- 6.5' 5 11.13 7-03-08 5-02-11 T . I 2-00MAX HORIZ. TL DEFL = 0.273" @ 36'- 6.5' 5 05 11 5 02 03 5 10 02 '' NOTE:Design assumes moisture content does ( 12 not exceed 19% at time of manufacture. 12 M-4x6 a 6.00 Design conforms to main win dforce-resisting 6.00 4.0" system and components and cladding criteria. Wind: 140 mph, h=23.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) 5 .M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 5X8(5) load duration factor=l.6, Truss designed for wind loads 0.25" in the plane of the truss only. 0"25" o? � M 1.5x3 M-1.5x3 ''ee� to M•3x10 o co M 6X8 �� o 1 1n 12 13 0 o b.25" M-3x8 M-5x6 0 o M 3x6 .I 3 00 3.00-. M-5x8(S) 12 12 / y / / I I 9-05-06 9-00-10 2-03.0, 7-10-08y 8-04 y I y-0 y 20-09-08 7-10-08 8-04 y1-06y 1-06 37-00 1-06 acq PRpfi�r�,s JOB NAME : POLYGON PLAN 3-B - C3 Scale: °.'596 4 �`�%� / pC °fp, WARNINGS: GENERAL NOTES,unless otherwise noted: �-^�7G/`I-L. 1.Builder and erection contractor should be advised of all General Notes 1.This deing comp is based onlylluponthe ity efparametsshwn parameters nd andis properrn Individual t .Truss: C3 and Warnings before bracing ng commences. Incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at " c 3.Additional temporary bracing to insure stabiNty during construction 2'o.c.ad at 10'o.c.respectively unless braced throughout their le h by DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), QREGQN a ��� DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. I1 4.No load should be appNed to any component until after all bracing and 4.4.I stal18n98 nth fr i 5h r apo�d1li a rath eon°pe tr ve c contractor. -74. 4„, 1 4 NN A^t-. SEQ.. : 6035311 fasteners are complete and at no time ant, any bads greater than and are for"dry condition"of use. V r �`' design loads be applied to any component. 6.Design assumes fug bearing at all supports shown.Shim or wedge If ,4 r ry`` TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the necessary. b fabrication,handling,shipment ed Installation of components. 7,Design assumes adequate drrainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111 TPI A USA,lncJ,copesoTwhichwill be ftwareurnish(1L)-E request 9 IForb ssicconee=ororateidesignval. EXPIRES:12/31/2015 MiTIA IBC./Co pies of s Software furnished L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" TC: 2x4 KDDF A168TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF q1&BTR SPACED 24.0' 0.C. 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-279) 219 WEBS: 2x4 KDDF STAND 2- 3=(-1121) 284 8- 6=(-218) 931 8- 4=( -44) 469 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 3- 4 188 4- 5= ) 188 8- 5=(-279) 219 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF -839) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1121) 284 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" 6- 7=( 0) 76 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 17'- 5.5" -150/ 904V 0 0'- 5.5" -150/ 904V 90/ 9OH 5.50" 1.45 KDDF ( 625) / OH 5.50' 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for net(-5 psfl uplift at 24 'cc 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 = -0.026" @ 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" 8-08-12 8-08-12 MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0' 4-06-12 4.02 f NOTE:Design assumes moisture content does 4-02 4-06-12 not exceed 19% at time of manufacture. 12 "( f f f Design conforms to main windforce-resisting 12 6.00 M-4X4 Q 6.00 system and components and cladding criteria. 4 ' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _P load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1,5x3 M-1,5x3 CO O CO 0 4 IWi 01#1114 M-3x4 6 �' o � 1 M-3x8 M-3x4 %10 0 I y ), y 8-08-12 8-08-12 1-06 17-05-08 y 1-06 y JOB NAME : POLYGON PLAN 3-B - D2 ,v, PR 04,4, 6, 0.3117 C."1; (12 `r�0 WARNINGS: GENERAL NOTES,unless otherwise noted: (,� 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' t C92i/fJ E r Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateralty braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/21/2014 the overall structure la the responsibility of the building designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywal BC). :7:20,y4:10:1:'4:60,4N0. 1),, 4.No load should be a 3.2z Impact bddging or lateral bredng where shown++ fy„/� pean to ono time sh uld any aftdr all eater th and 5.DeInssign a sn of etrs t Is the reLobe use ontaeon-coetive eonnractnr. f,`e.SE0. 6035312 fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In anon-corrosive emlronment, *iTRANS ID: 406433 design loads be applied to any component. and are for"dry Condit on"of use. jtl 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment end installation of components. necessary. A� 6.This design Is furnished subject to the imitations set forth 7.Design assumes adequate drainage Is truss,and 'v/ fy t�t 11111 heir center I I,copies of VIII VIII VIII VIII VIII VIII IIII IIII MTeUSA,lncJCompuTrus which Softwill Wafe 7.6.6(1 L)E�request. 1o.8.Plates ndicateFor basic noincide siizzeth roshall be f platte eon bInlinches. chelueth faces �eeESR-1311 ESRt1968(MITek) C r f t 4 EXPIRES:12/31/2015 This design prepared from computer input by 111E1111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" 1COND. 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 KW #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 T 12 12 HM-4x4 4 6.00 6.00 3 la co co O mi- O,— 0 1 M M-3x4 -3x4 J‘ J, y 1-06 y 17-05-08 1-06 ',,0 ,�-�s PR DF JOB NAME: POLYGON PLAN 3-B - D1 Scale: 0.4363 WARNINGS: GENERAL NOTES,unless otherwise noted: Q' `92„PE r- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: 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. 401",4009''',..m. 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at y 2'o.c.and at 10'o.c.respectively unless braced throw hout their le th b �r. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllBC). 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++ dp( (a( N b ((f 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1f�^ , 1 4 Z'a� A. SEQ. : 6035313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, V A design loads be applied to any component. and are for"dry condition"of use. �` 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 406433 5.CompuTrus has no condo)aver and assumes no responsibility for the necessary. C{ y�1 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by e.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 MTe USA,IncI/WTCA in ./CompuTrus as I,copies of Ich will be Softwaref 7 6 6(1 L)-E request. 1de with joint center lines. 0.Iines Digits basic dco� plate in inches.design values see ESR-1311,ESR-1988(MiTek) size EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA 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 KDDF STAND 3-4=(•320) 106 8-3e) 0) 143 LOADING 4-5=(-622) 171 8.4=(-314) 229 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 0,0" 18.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connect8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -56/ 476V -156/ 72H 5.50" 0.76 KDDF ( 625) C,CN,C18,CN18 (or n MiTek MT) series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -127/ 680V 0/ OH 5.50" 1.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF 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 MAX LL DEFL = 0.013' @ 13'- 0.0" Allowed = 0.150" 0 5 8 2-03-12 4-02 4-06-12 MAX TL CREEP DEFL = -0.014" @ 13'- 0.0" Allowed = 0.200' MAX BC PANEL TL DEFL -0.079" @ 7'• 2.8" Allowed = 0.514" 12 12 MAX HORIZ. LL DEFL = 0.004' @ 11'- 0.5" 6.00 'c.16.00 MAX HORIZ. TL DEFL = 0.005' @ 11'- 0.5° NOTE:Design assumes moisture content does HM-4X4 not exceed 19% at time of manufacture. 34 0" Design conforms to main windforce•resisting system and components and cladding criteria. ��\ Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1 Truss designed for wind loads �p in the plane of the truss only. M-1.5x3 A4 in M � M 0 r) k Glial p OD 7_A 8 o M-1.5x3 M-3x8 M-3x4 O y y 2-09-04 8-08-12 y y 1, 11-06 1-06 JOB NAME : POLYGON PLAN 3-6 - D3 < o pR°Pas Scale: 0.3840 c/ 1/ /GINT s//0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� v�/ /+// -4` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual T 92 0 OPE r Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper I/` 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �.+' DES. BY; LJ 3.Additional temporary bracing to Insure stability during construction440.0. 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywaa(18C). P N 9 3.2x Impact bridging or lateral bracing where shown++ i Al 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7L' OREGON� �. SEQ. : 6035314 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T >J design loads be applied to any component. and are for"dry condition"of use. 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_ 14 ,- ?-E- fabrication,handling,shipment and installation of components. necessary. {,1:, 6.This design is tumished subject to the Irritations set forth 7.Design assumes adequate drainage is provided. 4 4 RIO'`` V IIIIII 11111 VIII VIII VIII VIII VIII III)IIII TPI/WTCA in BCSI,copies of which will be furnished upon quest, 6 Platesnoscoincide with joint ceon nt r linesth 9.Digits s of truss,and placed so their center �r'li Il 4. MiTek USA,Ino./CompUTrus Software 7.6.6(1 L)-E ches. 10.For basic connector plcate size of ate desiglate in n values see ESR-1311,ESR-1968 P 9 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-66) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series t2 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 6.00 L7. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, 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 OEFL = -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" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2' NOTE:Design assumes moisture content does not exceed 19'k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C., (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v Truss designed for wind loads o in the plane of the truss only. 0 V' o ril o/- 2 OWILIII 4► M-3x4 y /- y 1-06 2-00 'PROVIDE FULL BEARING;Jts:2,4.3I okt0 PROpt.S JOB NAME: POLYGON PLAN 3-B - El Scale: 0.9632 ti WARNINGS: GENERAL NOTES,unless otherwise noted: 414 -7 4 '' i'7 C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stabitty during construction 2•Design assumes the top and bottom chords to be laterally braced at po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,. ( �,= DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or 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++ OREGON � 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6035315 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive osive environment, �/6�.1)'. 14 2.��P' design loads be applied to any component. Dns are for"dry full bearion"ng of use. 8.Design assumes full bearing u all supports shown.Shim or wedge if �+..0 TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the necessary. 111 {{ y `. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the!Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch l be ished upon I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIM Te SA,lnCIn B/CornpuTf as es of (Soft IWare 76 6(1 L )E request. O.lines FFo basic connector oplate design values see ESR-1311,E8R-1988(MiTek) 9.Dts incate size EXPIRES:12/31/2015