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Plans (394) it t -As9 SCI .rckn.,v. MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 19_U P Fax 916/676-1909 3B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832580 thru R41832590 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. lONIO 1.4 tit 49639 , 4)6'4 LSIA 41 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 1E11 NM mit 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. \� t3PROF; 6, 444 870 2PE y 'i>; OREGON rtb 'Po 44BER Al C S A. N P 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. Job Truss Truss Type Qty Ply 36 R41832580 PL14-119_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:04 2014 Page 1 ID:SygD?CTciSFZSjSNcS1 ttIDzR3Xv-56BGEXseHTkmRQM5zY0yovnQnBWx5h?SixgeVBzOQRz I 2-6-0 IDl iD LI 1 1-2-0 110-11-2 1 Scale=1:32.8 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I 13x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • o 1:1, // a eN ` �7 • 17 16 15 14 13 12 Tf 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-0-2 1 11-4-2 1 -11_71 I 18-9-12 I 11-4-2 b-7-0 0-7-0 6110 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress lncr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (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. 21ONIO TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-3689/0,6-7=-3386/0,7-8=-2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 o°' fl1 WAS n, 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, "t' 7-12=-756/0 {.f ("- ,,,> '? ^� jJ�J// 41t.. 'Cy'�,ll NOTES t4 } 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 4`,r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-Pi 1. ''d ,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 j �IS PSR be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard \ IAD PROre '`CO NGINEk" /g 144 4 870 2PE y ',,S OREGO ti5.,jv C0 'BSER '' P�' `s A. HE EXPIRES:06/30/2015 April 22,2014 i f AW4RNP:Pa`.Verify design parameters and REAP80175O,YfHTSAND 180L80703P7FK8FFF8EMEPAGE MIL 7473res.I/25/20fa^&E 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mile le erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl QuaBty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Intormaton available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 IfS tutlarrei PinefSP burr aux is specified,the designvetoes are those 06/431/2013 tryALSC Job Truss Truss Type Qty Ply 38 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-1UJ0fDuup4_UhkVT4z2QtKspB?L1ZhZ19E9kZ4zOQRx 2-6-0 1 11 1-2-0I I 18-0 I I 1-1-12 I I 2-5-8 I1F 2-1 2-0.8 1 1 1-4-0 1 Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 I I 3x6= 1.5x3 II 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 e • Nv.,_11 :i.x a _ _ 19 M 23 22 21 20 19 18 17 16 15 14 1.5x3 ll 3x5= 3x8 FP= 1.5x3 II 3x8= 3x6= 12-7-4 I 6-6-12 I 11-5-4117-7° 1 17-4-12 I 71-5-I? 8-8-12 2-8-87-Ob-7-0 4-9-8 4-1-0 Plate Offsets(XX): 14:0-1-8,Edge1,17:0-1-8,Edgel,f16:0-1-8,Edge),f22:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/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) y"tONIO ' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OC �1 WASjl TOP CHORD 2-3=-700/0,331=-700/0,4-5=-304/27,5-6=-304/27,7-8=X68/0,8-9=3168/0, 'c,9 �— 0 9-10=0/571,10-11=0/571,11-12=0/566 /' BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, / u i.7 ja k k" O1. ) 15-16=-22/297,14-15=-286/61 WEBS 6-19=-504/0,2-23=-705/0,4-20=-540/0,6-20=0/535,7-19=-642/0,9-15=-821/0, 12-14=-66/308,12-15=-457/0 irr NOTES ,�a ,4, 49639tj 1)Unbalanced floor live loads have been considered for this design. IST 2)All plates are 3x4 MT20 unless otherwise indicated. `VS',rl.dIsTA , � 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 �` ct) P RQpF s be attached to walls at their outer ends or restrained by other means. 4 �f 7)CAUTION,Do not erect truss backwards. ,t�j GI N��R VQ LOAD CASE(S) Standard 87022P r" . 4 - CM 7 -0js'41 OR GON i-f?,/ 0 'yBER \ 434. k He, EXPIRES:06/3012015 April 22,2014 I 4 A WARNP 3-Verity rlcsiya raramerers a,'WO PE,TES ON THIS AND i CLEICEIt MIMIC REFERENCE PAGE MITT 7473 ret 1/18,12omBERMEIJSE .1/18/2531 NI 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 buildingding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteria,058-89 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 r#Sauthern.Pine(SF1 lumber.is kparkfieck rtnw4esignss sues are these effective r%4G2J3O1.#byAt SC Job Truss Truss Type Qty Ply 3B R41832502 PL14-119_UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:07 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-VhtOtZvWaO6LIu4gegafQXPz4Ojz19buOuul6WzOQRw I 2-5-4 I I 1"2"0 I I 2-0-8 I 2-6-0 I I 1-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e _ • _ o 41111404441414044004411 ei N — a e ' 0 o 1K 11 10 8 3x4= 1.5x3 II 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 8-7-12 12-9-010-7-0I700 'ih I2-8-4 4-8-0 5$¢ 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edgel,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 022 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) 101%0`4.,�s, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. c?, Ov WAstih TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 it#)rf �''')'0 WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 r 6 .4 k'' 01., N NOTES 1)Unbalanced floor live loads have been considered for this design. ` r 2)Refer to girder(s)for truss to truss connections. rd 49639 QJ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. G 7 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. '�$T 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'S10AG 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. PROF LOAD CASE(S) Standard �O- \AGIs`� 8 f 2PE _ -' ,./. 1yV Att y - . ORE( C);' r1d @ C1Q� SER 1� Pte© SA. HOk EXPIRES:06/30/2015 April 22,2014 AWARNGA4+a-Verity des4rsrarsoteernand READ//r7SONMET AKDOMED POW REFERE?KE PAGEPUT 7473;cc129/2814BEMUSE '." 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 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 lr , ifs Pirie(sP}luw rts cit the siggreVA-WA.;ace These cttve08/021201..5bbyrMSC 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-ztRn4w8LhFCw1 fsCO5uylx86o2X1 cal dYereyzOQRv 1 2-6-0 I o-8-4 I I 1-2-12 I I 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 I I 1 2 3 3x6 4 5 6 7 8 e O e O b O O N -7777 NNN.1). ills C\x/' e 14 12 11 103x4= 9 3x5= 1.5x3 II 3x4= 3x6= 3x4= I 3-2-8 I 10-6-12 I 3-2-8 7-4-4 Plate Offsets(X,Y): 15:0-1-8,Edge1,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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. REACTIONS (lb/size) 13=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Uplift14=19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) yr ONTO FORCES (Ib)-Max.Comp./Max.Ten.-At forces 250(Ib)or less except when shown. Q aft WAS TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 C. 'C( o "(1,, BOT CHORD 12-13=-260/0,11-12=0/429,10-11=0/429,9-10=0/291 ,„ O � WEBS 3-13=-330/0,2-13=-306/0,5-12=-286/0,3-12=0/470,7-9=-372/0 ., , k ' Ti. NOTES 1 1)Unbalanced floor live loads have been considered for this design. j\ 1 r 2)Refer to girder(s)for truss to truss connections. ,0 \ 49639 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. () 4 IS 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , + 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '`�'IONAVejl be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 4:<-1-% � � P 9 ro -K 87022Pr <' y �4!.j; OR GON tia 4t 0„--, - t&EP \�` P4 S ,q A. H' ck EXPIRES:06/3012015 April 22,2014 $ a A KM 1NIA3-War design paraineenra and READ f4 s TES 05 7RFS AND IRC1.t)EQ,YfTEK REFERENCE PAGE/111.7 473 reg,1,2i/2&i€BETa;.E't#sE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and S 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 responsibilldy of the MiTek. L�fY11 RT �.k` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Crteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ttkas,cl,nnrPin*ISM taasslaeaisupac;ified,theetesigavalaesa 1 efeCitti&00031/2013tryMSSC Job Truss Truss Type Qty Ply 3B R41832584 PL14-119_UP F05 FLOOR 4 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-ztRn4w8LhFCw1 fsCO5uylx4doyH1 a31 dYereyzOQRv 1 2-3-12 I I 1-2-0 i 1 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 o1 O N N e v 12 11 10 9 8 3x4= 1.5x3 I I 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Edgel.110:0-1-8,Edeel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/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 (Ib/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y12ON10 TOP CHORD 2-3=-1204/0,3-4=1204/0,4-5=-1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 c' �v RrAS. / WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6 9=0/579,4-10=-545/0 c, 4, /_- 4G t NOTES Lhfr, G' 1)Unbalanced floor live loads have been considered for this design. t N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI I `?1' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to L 43639 , be attached to walls at their outer ends or restrained by other means. (����• GI�� LOAD CASE(S) Standard 'SiiNAL G 4.ti� OPROp co. 0NGI N ''F9 /0 87022PE s- „.,,,,,‘1.,„„..__„A cr) cv y cs,'5,OREG N (f) NI Ods' 13ER # Y A. Hep` EXPIRES:06/30/2015 April 22,2014 1 ®icARNISa-vergtydeuisanrararlwterssod READ N TES 0,4110 ANDU11E:ED 14I7EK REFERENCE MGE tlld7413cu.1;'19/24'.4H 011E11SE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* �* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 lf5easaheru Pine Mat iumbiter is specified,the stestgon vatue:s ue those eft St**DS/GS/243.3 byA:Sc Job Truss Truss Type Qty Ply 3B R41832585 PL14-119 11P F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:10 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-wGZXVaxPtJVw9LpFJp7M1 Al UfcjZVXGK4s7yirzOQRt I 2-6-0 1 49-8 1 1 1-2-0 I I 0-9-4 I 2-40 I I 2-5-8 1 1 1-2-0 1 1 1-11-0 I Scale:1/T=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 e • Er \'' o- e e e o- —/ N111111111111111* — N a e e a o e .t e e 16 15 14 I2��( � 12 11 i 3x8 = 1.5x3 II 1.5x3 II I 3-6-8 14-1-8 14-8-8 I 7-8-12 I 10-5-4 111-0.4 111-7-4 i 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,Edoel,f8:0-1-8,Edael,114:0-1-8,Edael.115:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) I/defl Ud 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 1 BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. 1 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) *TONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. """ TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=-570/0,7-8=-314/0 O o VIA'iti BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 Ct ti WEBS 2-16=-612/0,5-13=-595/0,5 14=0/291,7-13=-488/0,8-10=-353/0 f"- �L r#fir "i' tly NOTES \ 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. ,Tf;r 3)Refer to girder(s)for truss to truss connections. p49634tg 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. Off, 4bIS'I'`O 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 4',91. -0, be attached to walls at their outer ends or restrained by other means. . 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ���> (� PRQp 87022Pr -tS v r" ,-0).'DJ R GON riQ 4 BSER A 4S A. H �P EXPIRES:06/30/2015 April 22,2014 1 _ t ®fPARN7./-Veritydcaign pammeers aid READ IES ON THIS AM MIXED H EK REFERENCE PA /If 7473 roc 11.29/2A1&3E4s7RELfSE » '" 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 B responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYB 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdterfa,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 8 Southern Pine OP/tnaanbef it medraaed,the zbssign vaiucr aen t8azrse effective o5/O1/2013 by ABC Job Truss Truss Type Qty Ply 3B R41032586 PL14-119_UP F08 Floor 2 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?CTgSFZSjSNcS 1 ttIDzR3Xv-0S6v'Iv y1 ecdnnVORtWebaNZcoOvM ErXUJ WsV FHzOQRs I 2-6-0 1 1-0-10 { 1-2-0 0-11-2 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 s e a 00000000000.1. N / \ / 01144414111. \a e N 1' 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 354= 12-8-10 I 11-6-10 1F-1-101 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,Eddel.17:0-1-8,Eddel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d 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. " QNIO 44, TOP CHORD 2-3=-3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 ,O\,'.$ 0Q RTAsii,h� WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=-266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, Q vY 7-12=-786/0 \� • NOTES N 1)Unbalanced floor live loads have been considered for this design. ` 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ` ,,49639t:li c 4/ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to t7 f sis,; : isre be attached to walls at their outer ends or restrained by other means. ONAL LOAD CASE(S) Standard .`\t9,0 PRO P0.0 . ci GINS 'b • 2PE , r" CD Cki y (‘'"0. . OREGO o 16SER 11 , `� A. He,- EXPIRES:06/30/2015 April 22,2014 e ® ;/-4�'€,^,'.`y udes:yn pa:am tus cod READ MSSE'S OM THIS A MIMED 14177EK REFERENCE PAGE MI 7 473;1=s112512014 RIREO/ �� Design valid for use only with MOek connectors.This design a 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 Mill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibillity of the IXFI fP�+ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding f fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Sov, m Pine(SP)tsn,eares is specirtmd,1sm detigo map.urn ta„su egiECtiVE fG/sss.63sa.a tryALOC Job Truss Truss Type Qty Ply 38 R41832587 PL14-119_UP F09 Floor 3 1 Job Reference(ooti• -1) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-OS6v'Iwy1 ecdnnVORtWebaNZcnOvLErWUJWsVFHzOQRs I 2-6-0 I 1 1-0-14 1 1 1-2-0 i 1 0-11-2 1 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 o e/a a\u • o N 1 16 15 14 13 12 3x4= 3x8= 3x6 = 1.5x3 II 1.5x3 I I 3x8= 3x4= 12-8-14 I 11-6-14 12-1-11 1 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): f6:0-1-8,Edgel,f7:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'VONIO ` TOP CHORD 2-3=-3025/0,3-4=-3025/0,45=-3791/0,5-6=-3791/0,6-7=-3457/0,7-8=-2992/0,8-9=-2992/0 t�i�Y, 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 SCJ �V WAs 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, 0P6 7-12=-789/0 t•-4• r i- C NOTES • t4 1)Unbalanced floor live loads have been considered for this design. 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. ,'� 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. d15 4i' 49639 .9 t 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (� 4sgfS'PS be attached to walls at their outer ends or restrained by other means. -.4� LOAD CASE(S) Standard �'NO PROF:6- 4t' 87022PE re g '�j,OREGO tis ke -fiON e )iicv SEB ,\ EXPIRES:06/3012015 April 22,2014 s e A muirms-Wer/f rttel4nparamewr3a£ R€AD107€SONTIES AND Immo EPAGE/4117473rrr1,/28/26PUBE?O.E'IISE 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 IXI 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Cdieda,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 krSouthesn PM*OP)lumber zs specified,ntnedesign vatsres are Shore eff ethas 06/09/2013 byMbC 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?CTgSFZSjSNcS 1 ttIDzR3Xv-segHwGyfPwlePfzdRD9g7b6p?PMBzOodYAc3njzOQRr 1 2-6-0 I I 1-4-8 1 1 1-2-0 I I 1-3-0I 1-6-0 1 Scale=1:18.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e7 o 0 N o- 4 e e 1 11 10 9 3x4= 3x6 = 1.5x3 II 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,Edgel,f9:0-1-8,Edqel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=475/0-4-8 (min.0-1-8),8=475/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 3 OHIO lit TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=-1062/0,5-6=-1062/0 BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 Oc7 01 WASE , WEBS 2-12=-998/0,2-11=0/384,4-11=-21/333,6-8=-750/0,6-9=0/566 £j ,s{ �(1s lit, 1 f NOTES ; ,,a k 1, t 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/Mil. erir� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to :rd 49639 h:' be attached to walls at their outer ends or restrained by other means. (fit 4'4'% ' ,j .tk LOAD CASE(S) Standard ZONAL � 4.t?,, O PROp:6- 8 + 2PE / cn ,c - SAT OREGO ' et,, Asti '`P $`44�' t3ER 1N ' • A. HSP EXPIRES:06/30/2015 April 22,2014 fi s A WARNf. -Verity*sip paras emrs and READ f 2175 DM THIS AND f'12MO MIMIC.SEFEREPKE PAGE hf77 7473;E.&J;/251261b 9 :5fUSE 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/TPII 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 ft SCRI here.Pine hurl Welber is specified,the elesigir setuee a e otiece effective 06/0112011.3 by MSC Job Truss Truss Type Qty Ply 3B R41832589 PL14-119_UP F11 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 15:41:13 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-KgEg7czHAEtVOpYp_xh3fof?ZpmNis4nmciLcJAzOQRq 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 • e eo- iiiiiiiiiiii y N ....v a e e- 0 ' 1K 11 10 . `, 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 I 3-3-4 13-10-4 I I 8-7-12 u-p-f 12-9-12 I 2-8-4 0-7-0 0-7-0 0-I-8 4-8-0 0-1-8 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edciel,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18,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) VONTO 14, FORCES (Ib) Max- .Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oc, .0 c WAST . TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 {,i *;i' '` IA BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 ,T ' ''> WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 0, ,,,+ '� N NOTES 'R I 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. Q 4963 ` 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. , . .GISx1 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. „ Zst A 6 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 i1't0 ' AL be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard [} PRQpF. 4NGIN �9 /0, 870 2PE r' yco 1 / �'%j, OREG N ti4�[t! mod IER #'' per' SA HE¢� EXPIRES:06/30/2015 April 22,2014 s AtfAAN7G-V&/ydelip raraoletzrsand READ Ns`TES Osd7N7SAN&rhaICED 117€1fREFERENCEPA MZf7473res1/29/28IBBERRIISE 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 111111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the R��T �• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !MI f fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 Quality Criteria,DSB-89 and 8CS1 Building Component 7777 Greenback Lane,Suite 109 Safely inlormaion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Ssutllerri Pine(sP)lumbes is rglecifitd,shetfesigrr thetas ate.those effective 06/OS/2ai.3 isyrALSC Job Truss Truss Type Qty Ply 3B R41832590 • PL14-119_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:14 2014 Page 1 ID:SygD?CTgSFZSjSNcS1IIDzR3Xvolo2Ly_vxX?Mey70YeCICOBAgD3URJlw?U59rczOQRp I 2-6-0 I 1-9-8 I I 1-2-0 I I 1-3-4 I 1-6-0 Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 00 N --Z- 10 9 8 3x4= ( , 3x4= /�(\ 3x4= 3x4= I 4-68 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,Edael.19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012TrPI2007 (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. 07ONIO TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 I��3, BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 WAij4IIxx' 7j WEBS 2-10=-738/0,5-7=-572/0,5-8=0/382 C"' O'7---- YQ NOTES 1-FI -;. 0 +7 a 1., 1. 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. \ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ,$) 49639 k+; 47 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 0.10 .4`Grs,rs0 be attached to walls at their outer ends or restrained by other means. VI LOAD CASE(S) Standard ° V.GICl/A: \1 0 �ti PRopen GINE- u6' 87022PE r" N 5. vckO GREG N o 41/ -55�'ds' 8ER '" - A. NES EXPIRES:06/30/2015 April 22,2014 a if A AI ' ./3-Verify design parameters and REV S'7ESONTHLTANDOMED MIMIC RE€ELSE/ PAGE MIT 7473 res s/2Sf2014BEs RISE 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 M� @�C•, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fR fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pinel ttJ8umizaex isnpastfied,the atstaereatues areTissue-effective 05/01/201.3 byALSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 13 " Centerplate on joint unless x, 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property /4 Y I (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 1 rY MEDimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS rr 2. Truss bracing must be designed by an engineer.For 0-1116" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. F p O3. Never exceed the design loading shown and never tip istack materials on inadequately braced trusses. 12 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 c6-7 cs-6 ,O designer,erection supervisor,property owner and plates 0 '/I ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �/ bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. ikill 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. ■�N reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. II III 1111 11 Min size shown is for crushing onlyiiiiii. . p 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTel( ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MINIM MiTeka MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: ERT LOT 74 3-B MOD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K4008732 thru K4008744 My license renewal date for the state of Oregon is December 31,2019. 0 PR0 E F ��� Fss � NGIN�FR /O29 89200PE r ,y,OREGON\t, ski lfr14, 2° Q+ MFRRI0-v December 8,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSUTPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 19'— 2.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #105TH LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.9f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall DON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. \6-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-01 7-01 T . 1' 12 12 6.00 IIM-9x4 Q 6.00 3 M O L —/o Q i 01 0 M-3x9 M-3x4 1-06 19-02 S‹..V0 Ores NGINE€9 /02 ' :9200PE 9r JOB NAME : 3-B MOD LOT 74 ERT - Al Scale: 0.5030 l�/� WARNINGS: GENERAL NOTES, unless otherwise noted: Q Q"" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual y ",OREGON ALV Truss: Al and Warnings before construction commences. building component.Applicability or 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 lateralty braced at /O 9Y y 4 2P �� Is the responsibility of the erector.Additional permanent bracing of 2'0.c.and at 10'o.c.respectively unless braced throughout their length by 1 s 4 ,.S DATE: 12/8/2017 the overall structure is the responsibility f the building desi continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). {,Vis p ty o g gner. 3.2x Impact bridging or lateral bracing required where shown++ FR R I L�- SEQ. : K4 0 0 8 7 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"My condition.'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 neesign cessary. assumes Tull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ry �.s p I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,20 1 7 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 TPVWYCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate ewe of plate in inches. MiTek LISA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&13TR; LOAD DURATION INCREASE = 1.15 1- 9=(-379) 44 1- 7=(-189) 606 3- 7=(0) 301 2x6 KDDF #1&BTR Ti SPACED 24.0" O.C. 1- 3=(-763) 236 7- 4=(-175) 618 BC: 2x4 KDDF #1&BTR 2- 3=( 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-782) 273 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 4- 5=) 0) 76 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -109/ 214V -48/ 46H 141.50" 0.34 KDDF ( 625) ALL SLOPING TOP CHORD AREAS NOT SHEATHED-$ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 9.5" -738/ 744V 0/ OH 141.50" 1.19 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 25'- 6.0" -180/ 778V 0/ OH 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 18.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 pet) uplift at 24 "oc spacinq.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 M-1.5x9 or equal at non-structural MAX LL DEFL = -0.013" @ 18'- 5.0" Allowed= 0.662" vertical members (uon). MAX LL DEFL = 0.013" @ 27'- 0.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ 27'- 0.0" Allowed = 0.200" MAX TC PANEL TL DEFL = 0.027" @ 15'- 0.7" Allowed = 0.695" NOTE: REFER TO COMPUTRUS STANDARD GABLE SEASONED LUMBER IN DRY SERVICE CONDITIONS END DETAIL FOR COMPLETE SPECIFICATIONS. MAX HORIZ. LL DEFL = 0.006" @ 25'- 0.5" MAX HORIZ. TL DEFL = 0.011" @ 25'- 0.5" Design conforms to mlindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 27-00 1-06 Truss designed for wind loads in the plane of the truss only. 14-03 5-08 7-01 T T T '( 12 12 6.00 pQ 6.00 /-2.. 4x4+ =5 iz 6.00 ....."diooihhihhiih.... M-4x6 3 03 ru r 6 I M-3x4+ M-1.5x3 M-3x9 �R,ED PR OFF M-3x4 0 M-3x4+ '<<" � I�1rc (S y 18-05 7-01 y �� 0NGINEER /oA_ y 1-06 y 25-06 y 1-06 y �� :9200PE 9r JOB NAME : 3-B MOD LOT 74 ERT - B1 l r ' Scale: 0.2366 4 [}' WARNINGS: GENERAL NOTES, unless otherwise noted: �j A OREGON t. �Z` I.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: B1 and Warnings before construction commences. building component.Appllcablley of design parameters and proper ZO �-- 2.2K4 compression b bracing t he installed where shown+. incorporation of component Is the responsibility of the building designer. ^ 4 pression wa g mus O 4♦ �S 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be y braced at �A NV Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1C o.c,respectively unless braced throughout their length by "�! �[]I DATE: 12/8/2017 the overall structure Is the res onsibigof the buildingcontinuous sheathing suchrl bracings plywoodrequired iwhere s and/or a tlrywall(BC). R p ry designer. 3.2z Impact bridging or lateral where shown++ IA- SEQ.: K4 0 0 8 7 3 3 4.No load should be applied to any component until after all bracing and 4.Installation of nt respective cohe ility of tsibtruss is the responsibility fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, EXPIRES: 12-31-2019 TRANS I D• LINK design loads be applied to any component. rano are or"dry conditionaruae. 5.CompuTrus has no control over and assumes no responsibility for the 8.Decessa ssumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. ry December 8,20.1 17 7.Designlaesassumes adequate drainagetis truss, 6.This design is furnished subject to the limitations set forth by H.Plates shall be located on both faces of truss,end placed so their center TP WJrCA in BCSI,copies of which w111 be furnished upon request. lines coincide with joint center lines. 9.Dig ds indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-Z 19.For basic connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE - 1.15 1- 2=( 0) 76 2- 8=(-306) 1511 8- 3=( 0) 273 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1798) 591 8- 9=(-308) 1508 3- 9-(-543) 197 BC: 2x9 KDDF #1&ETR 3- 4-(-1248) 526 9-10=(-986) 1995 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10-11=(-485) 1997 9- 6=(-983) 356 LL( 25.0)-VIOL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6=(-1226) 975 6-10=( 0) 238 TC LATERAL SUPPORT 8- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6-11=(-1721) 612 BC LATERAL SUPPORT 8= 12"OC. UON. TOTAL LOAD = 42.0 PSF 13- 7=(-1001) 927 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC SON. FOR BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA ALL SLOPING TOP CHORD AREAS NOT SHEATHED--$ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -299/ 1255V -107/ 1150 5.50" 2.01 KDDF ( 625) 25'- 0.5" -53/ 806V 0/ OH 143.50" 1.29 ROOF ( 625) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 37'- 0.0" -564/ 314V 0/ OH 143.50" 0.50 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'C M-1.5x9 or equal at non-structural p,OND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL DEFL - -0.013" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL = -0.056" @ 12'- 9.0" Allowed - 1.229" NOTE: REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX TL DEFL - -0.096" @ 12'- 9.0" Allowed = 1.639" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.028" @ 25'- 5.5" MAX HORIZ. TL DEFL - 0.047" @ 25'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 18-06 18-06Wind: 140 mph, h=23.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,r l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-07-02 10-10-14 7-05-13 0-03 10-09-03 load duration factor=l.6, �( Truss designed for wind loads 6-09-08 5-11-08 5-09 0-02-06 ��18-03-08 in the plane of the truss only. 12 M- 4x4+ 12 12 6.00 p s -./ Q 6.00 Q 6.00 M-4x6 �N 4M-3x6+ 000, s, ti M-3x6(5) $ M-3x4 3 0 6 rn rn ) 4 ' �ROPROF of M-3x4 M-18 5x3 M-3x8 0.25'�D 11 1 M-5x6(S) M-3x4 M-3x4+ \5� NG�NEF s'S/0 b J, b 1 y l tC? �' 9 * J' b 6-07-12 6-01-04 6-01-04 6-02-04 11-11-08 b l fes/ =92 O P 1:„.1-06 37-00 1-06 y JOB NAME : 3-B MOD LOT 74 ERT - Cl -1 /� Scale: 0.17390 Cr WARNINGS: GENERALNOTES, unless otherwise noted: OREGON b to 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an indNidual Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper GAO 9Y A 20 ��� 2.2x4 compression web bracing must be installed where shown+, incorporatbn of component is the responsibility of the building designer. M 4 3.Additional temporary bracingto insure stability dun (ruction 2.Design assumes the top and bottom chords to be laterals braced at {JVD d:5e y n0 cons 2'o.c.and at 10'o.c.respectively unless braced throughout their length by FR R i L�- Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)outlier drywall(BC). DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2x Impact budging or lateral bracing required where shown e a SEQ.: K4 0 0 8 7 3 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. fasteners are complete and at no Ice should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use.5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supposshown.Shim or wedge if December 8,201 7 fabrication,handling,shipment and Installation of components. ssery T.Plates assumes elo cated on drainagee is truss, and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces o/!rasa,and placed so their center TPI/W1-CA in SCSI,copies of which will be furnished upon request. lines coincide with Joint centerlines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 76 2-10=(-391) 2382 3-10=(-285) 195 BC: 2x4 ROOF #1&BTA SPACED 24.0" O.C. 2- 3=(-2755) 552 10-11=(-269) 1986 10- 4=) -19) 502 WEBS: 2x9 KDDF STAND 3- 4=1-2496) 522 11-12-1-291) 1965 4-11=1-712) 255 LOADING 4- 5=(-1761) 469 12- 8-(-433) 2352 11- 5=1-246) 1170 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-1761) 469 11- 6-(-713) 255 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2996) 522 6-12-) -19) 502 TOTAL LOAD - 42.0 PSF 7- 8=(-2755) 552 12- 7-(-285) 195 OVERHANGS: 18.0" 16.0" 8- 9=( 0) 76 LL - 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.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/ 172517 0/ OH 5.50" 2.76 KDDF ( 625) GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL - -0.138" @ 18'- 6.0" Allowed - 1.804" MAX TL DEFL - -0.232" @ 18'- 6.0" Allowed - 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed - 0.150" MAX TL DEFL = -0.013" @ 38'- 6.0" Allowed - 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFT. - 0.060" @ 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFT. - 0.099" @ 36'- 6.5" T 1' 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-06-05 Design conforms to main windforce-resisting ,r 1' '1 ' f ,( ,' system and components and cladding criteria. 12 12 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 6.00 1:7- Q 6.00 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 5 ,('-,( Truss designed for wind loads j 411in the plane of the truss only. M-5x6(5) `mil M-5x6(5) 3.1" • 0.25" 0.25" off. 44 • • +a M-1.5x3 M-1.5x3 • r rn p 1 * 10 11.., 1J G� 12 8 • p I M-3x6 M-3x4 M-358 M-3x9 M-3x6 1 0 0 • M-3x6(5) 1 b 1 y J' a5�Ep PR 04,0 y 9-06-04 8-11-12 y 8-11-12 9-06-04 y IN nvcgb / * y 19-10 17-02 ' y ',N., v`G ��•T O/J 1-06 37-00 1-06 89200PE 9r v7 /rL JOB NAME : 3-B MOD LOT 74 ERT - C2 �,� Scale: 0.1734 WARNINGS: GENERAL NOTES, unless otherwise noted: lii Cr I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an indsidual 4,OREGON A. Truss: C2 and Warnings before construction commences. building component.Appllcabilsy of design parameters and proper 2.2r4 compression web bracing must be Installed where shown 0. incorporation of component Is the responsibility of the building designer. 2�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chords to be laterally braced at //) 9 r 1 A is the responsibility 01 the erector.Atltlltlonal permanent bracing of 2'continuous and at no o.c.respects ply unless braced throughout their length by �,J M Y w DATE: 12/8/2017 the overall structure Is the responsibility f the building designer. xImpact sheathinginsuch b plywood re aired here hewnand/or0 d0rywall(BC). ^ {� p p o e gnen 3.In oboil true iors the lateral bracing responsibility of the where tNe co l e �� �� SEQ.: K4008735 4.Noloadsarelc mbe leeiatltoonocomponentlintyil aftera bracingand4.Design ultra srusseesare tobebused nanoncorrosiveetnv environment. fasteners are complete and at no time should any loads greater than ar assumes design loads be appliatl to any component. and are far"dry condition"of use. TRANS ID: LINK S.CompuTrushasnocontroloverantlassumesnaresponslbilityforthe 6.Dnecessary. ecssiignassumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 ry ( p l fabs ,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,20 1 7 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 TPIIWTCA in BCSI,copies of%tics will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. • MITek USA,Inc./CompuTms Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-391) 2373 3-10=(-286) 195 BC: 2x4 KDDF #1&HTR SPACED 24.0" O.C. 2- 3=1-2744) 550 10-11=(-269) 1977 10- 4=( -20) 502 WEBS: 2x4 KDDF STAND 3- 4=1-2485) 520 11-12=(-289) 1945 4-11=(-712) 255 LOADING 4- 5=(-1750) 467 12- 8=(-425) 2303 11- 5=(-244) 1161 TC LATERAL SUPPORT 0= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1750) 467 11- 6=(-699) 253 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2461) 516 6-12=( -15) 479 TOTAL LOAD = 42.0 PSF 7- 8=(-2711) 543 12- 7=(-257) 186 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -279/ 1720V -213/ 213H 5.50" 2.75 KDDF ( 625) 36'- 10.5" -279/ 1720V 0/ 0H 5.50" 2.75 KDDF ( 625) ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.135" @ 18'- 6.0" Allowed = 1.798" MAX TL DEFL = -0.227" @ 18'- 6.0" Allowed - 2.397" MAX LL DEFL = 0.013" @ 38'- 4.5" Allowed = 0.150" MAX TL DEFL = -0.013" @ 38'- 4.5" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.059" @ 36'- 5.0" MAX HORIZ. TL DEFL = 0.098" @ 36'- 5.0" 18-06 18-04-08 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-04-13 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 : M-4x6 ''' 1 6.00 system and components and cladding criteria. 4.0" 5 ,tat 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(S) .010'24%. M-5x6(5) load duration factor=1.6, Truss designed for wind loads 3.1" in the plane of the truss only. 0.25" 0.25" fig. c AAhhibili M-1.5x3 M-1.5x3 Alopp M O llskiiiiii p 10 11 NM 12 ti -3x6 o M-3x4 M-3x8 M-3x4 M-3x6 1 M-3x6(S) SRO PROFFs J' 3' b b 3' s k 9-06-04 8-11-12 y 8-11-12 9-04-12 y ,�NG�NEF9 �p� 3' 19-10 17-00-08 J. l 4- :9200PE. 9l 1-06 36-10-08 1-06 JOB NAME : 3-B MOD LOT 74 ERT - C2X - /*r" Scale: 0.1608 Q A+' WARNINGS: GENERAL NOTES, unless otherwise note . d 7 A_OREGON b 64.0 1Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an individual -IBJ �O\ �- Truss: C2X and Warnings before construction commences. building component.Applicabilfty of design parameters and proper O Y 2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. / 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced eat n is the responsibility at the erector.Additional Permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by FR R VIA-12/8/2017 the overall structure is the responsibility of buildingdesigner. continuousx Imshgingiorg suchtnlbas ac plywood required wheresTC)and/or arywell(BC). P ty o g 3.2x Impact bridging or lateral bracing required shown+♦ SEQ.: K4 0 0 8 7 3 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibikty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition"of use. EXPIRES: 12-31-2019 TRANS ID' LINK design loads be applied to any component. Design 5.CompuTrus has no control over and assumes no responsibility for the 8 necessary.ssumes full bearing at all supports shown.Shim or wedge if December p 8 fabrication,handling,shipment and installation of components. ,2017 7.eDesign assumes adequate todboth Is truss, d. and This design is furnished subject to the limitations set forth by 8.Plates shag be located on both/aces of buss,antl placed so their center TPWVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sweat plate in inches. MiTek USA,Inc./CompuTrus Software 07.6.BSP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 76 2-12=(-390) 2353 3-12-) -285) 195 8-17-) -70) 646 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2756) 551 12-13=(-269) 1965 12- 4=) -17) 513 18-17=) -6) 59 WEBS: 2x4 KDDF STAND; 3- 4=(-2496) 522 13-15=) -9) 64 4-13-) -718) 253 17-19=( -375) 2009 2x4 DF 2400F A; LOADING 4- 5=(-1769) 473 14-16=(-423) 2666 13- 5=( -90) 541 17- 9=( -473) 2328 2x4 KDDF STUD B LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2317) 635 16-17=(-818) 4142 13-14-) -158) 1430 19- 9-(-1262) 255 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2337) 524 18-19=) -38) 196 5-14-) -326) 1143 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3053) 581 19-10=(-358) 1904 15-14=( 0) 52 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-4520) 901 14- 6-) -334) 218 LL = 25 PSF Ground Snow (Pg) 9-10=(-2403) 456 14- 7-) -775) 184 OVERHANGS: 18.0" 18.0" 10-11=( 0) 76 7-16-) 0) 396 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 16- 8-(-1481) 399 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -280/ 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 TL DEFL = -0.013" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL - -0.191" @ 23'- 0.0" Allowed = 1.804" MAX TL DEFL = -0.318" @ 23'- 0.0" Allowed = 2.406" MAX LL DEFL - 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ 38'- 6.0" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS 18-06 18-06 MAX HORIZ. LL DEFL = 0.107" 0 36'- 6.5" '( '( 1' MAX HORIZ. TL DEFL = 0.177" @ 36'- 6.5" 6-06-05 5-11-13 6-01-09 4-03-08 5-07 5-08-12 1-011-1)57-06 f '1 f 1' '1 1 '' 'C' T Design conforms to main windforce-resisting 12 12 system and componentsand cladding criteria. 6.00 r" M-5x8 Q 6.00 Wind: 140 mph, h=23.8ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 8'0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 '(-'/ load duration factor=1.6, M-5X6(5) `�\ Truss designed for wind loads in the plane of the truss only. 0.25" -1.5x3 4 M-5x6(5) 0.25" 7 11 M-1.5x3 °e 3 M-3x4 M-3x8 iiii "'o fir_ �• Fl=. _M 4x9 0 a' 0"- 'ee'_ .`7� :14 r..._ 16 17 19 . o 1 1.2 13 is M-3x4 0 18 19 -.1. 1 I M-3x6 0.25" M-5x8 M-5x8 0 o M-4x6 t o M-1.5x3 M-5x12o M-5x8(S) M-1.5x3 ��90 PROFFss 1-09-02 l y y y 1 y ,r GJ !NGINE / J, y 9-06-04 8-11-12 4-05-04 y 5-10-08 5-07 0-10-02 y O. V" E9 e; y-0 y 23-01 11-02 2-09 y-0 y �� n200pE �� 1-06 37-00 1-06 / r G JOB NAME : 3-B MOD LOT 74 ERT - C3 14111111111!"4°!. ar Scale: 0.1479 10 Ct.' WARNINGS: GENERAL NOTES, unless otherwise noted: �/ I OREGON I ��` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual v Truss: C3 and Warnings before construction commences. building component.Applicability ofdesign parameters and proper /O 9)a 14 AO 2.204 compression web bracing must be Installed where shown a. Incorporation of component is the responsibility of the building designer. (r �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at o.c,respectively unless braced throughout their length by C.. R i 1 k- s d DATE: 12/8/2017 the overall structure is the responsibility f the buildingcontinuous sheathinginr suchrl b acing re uimd here)and/or dryvrall(BC). 1� P ty o designer. 3.2a Impact bodging or lateral bracing required where shown++ SEQ.: K 4 0 0 8 7 3 7 4.No load should be applied to any component until after an bracing and 4.Installation of truss is thentractor. ne respective co fasteners are complete and at no time should any loads greater then 6.Design assumes are to be used m a non-corrosive environment,resposibility of the EXPIRES: 12-31-2019 e. TRANS ID: LINK design mads be applied to any component. andaredry lull condition"of at al S.Compuorus has no control over and assumes no responsibility for the 6.neDesign assumes full bearing at all supports shown.Shim or wedge if 2�Ty .I fabrication,handling,shipment and installation of components. ry December 8�LO 17 7.Design assumes adequate othifage is provided. 6.This design is famished subject to the limitations sal forth by 8.Plates s shall be located o ed on both faces of truss,and placed so their center TPIM'ICA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11-(-445) 2344 3-11=1-265) 194 15- 8-1-1314) 450 BC; 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-2746) 561 11-12=1-304) 1956 11- 4-) -17) 514 8-16=( -46) 538 WEBS: 2x4 KDDF STAND; 3- 4-1-2486) 532 12-14-) -9) 64 4-12-(-718) 253 17-16-) -4) 51 2x4 KDDF STUD A LOADING 4- 5=1-1758) 470 13-15-(-441) 2627 12- 5=( -83) 543 16-18-) -369) 1820 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2299) 645 15-16-1-886) 3937 12-13=1-157) 1421 16- 9=( -542) 2265 TC LATERAL SUPPORT 4= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2318) 549 17-18-) -40) 184 5-13=(-322) 1127 18- 9=1-1140) 249 BC LATERAL SUPPORT G= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3010) 620 18-10-(-355) 1730 14-13-) 0) 52 8- 9=1-4289) 968 13- 6=1-334) 218 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=1-2268) 484 13- 7=(-749) 204 7-15=( 0) 381 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -281/ 1726V -200/ 209H 5.50" 2.76 KDDF ( 625) 36'- 10.5" -216/ 1548V 0/ OH 5.50" 2.48 KDDF ( 625) k.OND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL - -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL - -0.182" @ 23'- 0.0" Allowed = 1.790" MAX TL DEFL = -0.303" @ 23'- 0.0" Allowed = 2.397" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.103" @ 36'- 5.0" 18-06 18-04-08 MAX HORIZ. TL DEFL = 0.171" @ 36'- 5.0" T T '1 6-06-05 5-11-13 6-01-09 4-03-08 5-07 5-08-12 1-011-](m-14 Design conforms to main windforce-resisting 1' f f ,r ,1' f ,r ,( ,r system and componentsand cladding criteria. 12 12 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-5x8 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.0" load duration factor-1.6, 5 .-(-( Truss designed for wind loads on the plane of the truss only. M-5x6(5) `,`� F M-1.5x3 0.25" 6 • 4 M-5x6(5) 4g. 0.25" 7 M-1.5x3 °4 3 •7E .\ M-3x9 e M-3x8 "' WN - _ Jo -M-4x4, -=e T 3 ro 15 ro 16 61! a` 7 o 1 11 12 14 M-3x4 I 17 18 410 I M-3x6 0.25" M-5x8 M-5x8 0 0 o M-5x12 to M-1.5x3 M-3x8 M-5x8(S) M-1.5x3 `9, D PROF , 1-07-10 f fl v b l y l b 1 ,� q Gj .�`GINEcc �/ k y 9-06-04 8-11-12 4-05-04 y 5-10-08 5-07 0-10-02 y �� �(,` CR O* 1-06y 23-01 11-02 2-07-08 • 89200PE V 1-06 36-10-08 ,AO JOB NAME : 3-B MOD LOT 74 ERT - C3X Scale: 0.1579 WARNINGS: GENERAL NOTES, unlessotherwlse rated: �j OREGON �tt 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)r �I' Truss: C3X and Warnings before construction commences. building component Applicability ofdesign parameters and proper /O 9y , A dok 2.2x4 compression web bracing must be installed where shown e. inrnrporation of component is the responsibility of the building designer. '' ds 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom esschobra o be laterally braced atVili Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1Q o.c.respectively unless braced throughout their length by -R R 10- continuous sheathing such as plywoodeng(TC)and/or dryvrall(BC). DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown+a SE K4 0 0 8 7 3 8 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. 4'' used In a non-corrosive a environment fasteners are complete and al no time should any mads greater than 5.Design assumes trusses are to EXPIRES.. 12-31-2019 design loads be applied to any component. and are for"dry condition"Muse. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.neessarysumes llbearingelellsuppodsshow.Bhlmorwedgelf December 8,2017 fabrication,handling,shipment and installation of components. necessary. s pmen ponen 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWVTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompcTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD — 42.0 PSF load duration factor=l.6, Truss designed for wind loads PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. OUT OF PLANE WALL BRACING IS SPECIFED BY THE ENGINEER REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. H-1x2 or equal typical at stud verticals. OF RECORD. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 18-06 18-06 T 1' 1' 12-04-10 6-01-06 6-01-06 12-09-10 T T T '( 1' 12 I IM-4x4 12 6.00 3 Q 6.00 tIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII%%t4M-3x6(S) M-3x6(S) 00( cq 1111111 2 II I �tl\ o M-3x6(5) o 14-3x4 M-3x4 y 19-10 1 17-02 \�'\E'�NG P EF�s `r/0 1-06 37-00 1-06 9 Q � -..89200PE r JOB NAME : 3—B MOD LOT 74 ERT — C4 Scale: 0.2234 - ''Zip • WARNINGS: GENERAL NOTES, unless otherwise noted: IP CC t.Builder and erection contractor should be advised of all General Notes 1.This design is based onyuponthe parameters shown and isfor anmdnidual 7, ,if OREGON pi Truss: C4 and Wamings before construction commences. building component.Applicability of design parameters and proper ration ofcam ant is the responsibility of budding designer. ` �� 2.N4 compression web bracing must be installed where shown t. incorporation component p° ft1' s e er. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle[o be laterally braced at <0 Y y A O 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'r'F ,S DATE: 12/B/2017 the overall structure is the responsibility of building deli continuous sheathing such es plywood sheathing(TC)entllortlryaeell(BC). NV P ty o g gner. 3.2x Impact bridging or lateral bracing required where shown•t• o ��17 1 SEQ.: K 4 0 0 8 7 3 9 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. 11 1� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are or"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Designassumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, y p edismeelao theIriiatios(et th by T.Designassumesbesatled onate othifage is rsed.an December 8,2017 6.This design is furnished subject to limitations set forth by e.Plates shall be located both feces of truss,and placed so their center TPIAMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 17'— 3.5" COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-152 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-07-12 8-07-12 T T 12 12 ,. I IM-4x9 6.00 C Q6.00 3 03 o 5 �o M-3x4 M-3x4 l l 1 i ' • # 1-06 17-03-08 ç3 � G� EF9 sot ,„,....'44 :9200PE -9r JOB NAME : 3-B MOD LOT 74 ERT - D1 Scale: 0.9303 400011/0!"--,0%. • WARNINGS: GENERAL NOTES, unless otherwise noted: 0 CC 1.Builder and erection contractor should be advised o/all General Notes I This design is based only upon the parameters shown and is for an indNidual ge OREGON to Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper O{ insure stability during construction 2.2x9 compression web bracing must be installed where shown incorporation or component is the responsibility of building designer. ,I n �T 1 ry bracing to 2.Design assumes the top and bottom chord to be laterally braced at 3.Additional tempora . 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 ,O 7 14, O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �FIR{1I.A- 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K4 0 0 8 7 4 0 fasteners are complete and at no tee should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. TRANS I D: LINK design loads be applied to any component. s.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes mg bearing at all supports shown.Shim or wedge it EXPI RES: 12-31-2019 necessary. fabrication,design is shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWrCA In SCSI,copies or which will be furnished upon request lines coincide with Joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(WTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 3.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-166) 917 3- 8-(-274) 216 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-1106) 279 8- 6=(-213) 917 8- 9=( -47) 469 WEBS: 2x4 KDDF STAND 3- 4=( -829) 187 8- 5=(-274) 216 LOADING 4- 5=( -829) 187 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1106) 279 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX MORE BRI REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -118/ 897V -86/ 86H 5.50" 1.94 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 17'- 3.5" -118/ 897V 0/ OH 5.50" 1.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.025" @ 8'- 7.8" Allowed = 0.819" MAX TL DEFL = -0.092" @ 8'- 7.8" Allowed = 1.092" MAX LL DEFL = 0.013" @ 18'- 9.5" Allowed = 0.150" MAX TL DEFT, = -0.013" @ 18'- 9.5" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.012" @ 16'- 10.0" 8-07-12 8_07_12 MAX HORIZ. TL DEFL = 0.019" @ 16'- 10.0" Design conforms to main windforce-resisting 4-07-02 4-00-10 4-00-10 4-07-02 system and components and cladding criteria. T T T f T 12 12 Wind: 140 mph, h=15ft, TOOL=4.2,BCOL=6.0, ASCE 7-10, 6.00 IIM-4x4 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads( 4 -fin the plane of the truss only. 11 1.1 1.5x3 M-1.5x3 3 5 ,r, MN '41 M o O d' 1' O 8 !S6 1 1 7 t o M-3x4 M-3x8 M-3x4 o J, 8-07-12 y 8-07-12 y V PROFF �� s y 1-06 y 17-03-08 y 1-06 y �<0 OGINEF9 0/0 mak, 9r 89200PE JOB NAME : 3-B MOD LOT 74 ERT - D2 ,410111/-!. Scale: 0.3303 4�. . _ WARNINGS: GENERAL NOTES, unless otherwise noted: -, Cr 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual OREGON Cj Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper A�{ 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 d 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 "�L,O��fr 1-T f O DATE: 12/8/2017 the overall structure is the responsibility of buildingcontinuous sheathing such as plywood sheet whereC)and/or tlrywall(BC). ponsi ty o designer. 3.lir impact bridging or lateral bracing required shown++ MER 1�� SEQ.: K4 0 0 8 7 41 a.No load should be applied to any component until after al bracing and s. stallation of truss s the aretoresponsibility then respectWe non-corrosive environment.tR fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK S.compaTraa has no control over and sesames no reapenaibilrc for the 6.Design assumes full bearing al all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. Seery s pmen pollen 7.Design assumes adequate drainage ise provided. December 8,201 7 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 TPIANrCA in BCSI,copies of witch will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( -5) 11 7-8=( -96) 137 7-2=(-492) 174 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-290) 107 8-5=1-128) 499 2-8=( -93) 347 WEBS: 2x4 RODE STAND 3-4=1-326) 107 8-3-) 0) 146 LOADING 4-5=(-624) 171 8-4-(-309) 226 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6-) 0) 76 BC LATERAL SUPPORT <= 12"OC. OON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF OVERHANGS: 0.0" 16.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -56/ 476V -153/ 72H 5.50" 0.76 KDDF ( 625) 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 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF 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/160 MAX LL DEFL - -0.010" @ 7'- 0.5" Allowed = 0.529" 2-10-04 8-07-12 MAX LL DEFL - 0.013" @ 13'- 0.0" Allowed - 0.150" MAX TL DEFL - -0.013" @ 13'- 0.0" Allowed - 0.200" '( '' ' MAX BC PANEL TL DEFL - -0.050" @ 7'- 3.2" Allowed = 0.509" 0-05-08 2-04-124-01-08 4-06-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 ' A '1 1' MAX HORIZ. LL DEFL - 0.004" @ 11'- 0.5" 12 12 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" 6.00 .. :16.(8) Design conforms to main indforce-resisting system and components and cladding criteria. I I M-9x4 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 '� 1111 load duration factorexpo End Vertical(s) are exposed to wind, Truss designed for wind loads M-3;&•400001111111111111111111 in the plane of the truss only. /- 1 M-1.5x3 I. ciial 4.11111111111111111111111111111111 N 0 1 M rn B 6 1 M-1.5x3 M-3x8 M-3x4 l b l 2-10-04 8-07-12 n cktp PR k 11-06 y 1-06 y �C�<C G E��U /e Ai :9200PE r JOB NAME : 3-B MOD LOT 74 ERT - D3 i���g-� Scale: 0.3931 . `I' WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is or an individual 7, ,,OREGON �<t✓ Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. 2°N �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O y 1 is the responsibility of the erector.Additional permanent bracing of c'ow.and at 10'o.c.respectively unless braced throughout their length by 1 Y continuous sheathing such as d sheathing(TC)e.rrereshow/or drywall(BC). DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ F1 R{�� SE K4 0 0 8 7 4 2 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 4 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied 10 any component. and are for"dry condition"of use. TRANS ID: LINK 5.compuTruahas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing etall supports shown.Shim orwedge if EXPIRES: 12-31-2019 newmiry. fabrication,handling,shipment and installation of components. .Design sshallbassumes adequate thboeiotrusided. December 8,2017 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 TPIANOCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate son of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-66) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P5F BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 P5F LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 P5F 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) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,31 6.00 [7' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. 1 BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -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" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" o1 Design conforms to main windforce-resisting .11 system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. n /- ao f IIIII/"A 9 =r M-3x4 1 l y b 1-06 2-00 , �Ep PROFF NGINEFRss2 /� 44/ 11 N.,-89200PE r ,,,, JOB NAME : 3-B MOD LOT 74 ERT - El Scale: 0.9992 r-• `-' WARNINGS: GENERAL NOTES, unless otherwise noted: IP 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual -7, 40,OREGON �� Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2t4 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building designer. d1 20� ��3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'so.and at IC o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of ,O -T DATE: 12/8/2017 the overall structure is the responsibility t the building desi continuous sheathing later l b acing rplywooequired uir et where s and/or tlrywall(BC). p ty o g goer. 3.2z Impact badging or lateral bracing requiretl where shown e e iiiii R`�� SEQ.: K4008743 4.No load should be applied to any component until alter au bracing and 4.4.Designassumesf truss suis the responsibility sibility ofin the noncorrosive respective contractor. menl, 1 fasteners are complete and al no time should any loads greater than g tlesign loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTmshas nacontrol over and assumes noresponsibilNyfor the 8.Design assumes full hearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, scary shipment and installationmof components. 7.Design shall b assumes adequate odrainageAces to provided. December 8,2017 5.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both of truss,and placed so their center TPIANrCA In 0151,copies of which*II be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.) TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #168TR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. (JON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 92.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud Verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING 4-00 4-00 / / TO ONE FACE. 1 1 12 12 6.00 1 - Q6.00 IIM-4x4 2 f 111116111111 —/ 1 0 0 c3 0 I I c3 N 4 5 l y y ��EO PRQprs1-00 8-00 1-00 �S� NGINE�cs/Rd , 4% i. '� 89200PE• v JOB NAME : 3-B MOD LOT 74 ERT - XGE Q .i�-°'7--- . Scale: 0.5370 WARNINGS: GENERAL NOTES, unless otherwise noted: �I A_OREGON b �� 1.Builder and erection contractor should be advised of alI General Notes 1.This design Is based only upon the parameters shown and is for an individual IV •!�J �O� �� Truss: XGE and Warnings before construction commences. building component.Applicability of design parameters and proper /O 9y 14, pression we g incorporation of component is the responsibility of the building designer. 2.2x4 com b bracing must be installed where shown.. �"LO at 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom choto be laterally braced en /� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ea o.c.respectively unless braced throughout their length by U fl l.\- DATE: 12/8/2017 the overall structure is the responsibility of the building deli continuous sheathing such as plywood required ing(TC)and/or drywall(SC), n p ty g gner. 3.2x Impact bridging Cr lateral bracing required where shown Co SEQ.: K4 0 0 8 7 4 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-rash ve environment. EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. s. andgn are for"dry condition" labearing fut an supports shown.She or r .I 5.CompuTrus has no control over and assumes no responsibility for the necessaassuea ppo gei December 8,20 17 fabrication,handling,shipment and installation of components. ry 7.Design assumes adequate tonbdoth Is provided. and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss, placetl so their center TPIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 314" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) Damage or Personal Injury MitDimensions are in ft-in-sixteenths. NIL Apply plates to both sides of truss 12 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS 9 g,is always required. See SCSI. 0-116" _�1fi, �� 2. Truss bracing must be designed by an engineer.For 4. wide truss spacing,individual lateral braces themselves :1011 may require bracing,or alternative Tor I tY ,. ❑ bracing should be considered. 1_ 3. Never exceed the design loading shown and never C stack materials on inadequately braced trusses. i p 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate F' designer,erection supervisor,property owner and plates 0- ' �'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 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. •ilM reaction section indicates joint MI 1in number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. M41l project engineer before use. 1.--_-_-.. ,P 18.Use of green or treated lumber may pose unacceptable 1.1M-41 environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, I\/1 li a kg, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013