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Plans (10) A. MND® mll MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA,95610 Telephone 916/676-1900 Re: PL17-07_MAIN_H Fax 916/676-1909 3180 A/E BAINBRIDGE 2-CAR 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: R51740704 thru R51740712 My license renewal date for the state of Washington is January 2,2019. 01ONIO Alt ,;>' O �F WAS44., W Ai, 4,-a c' N AT I = 49639 'gGIST Lti September 18,2017 Hernandez,Marcos 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 ANSI/TPI-1, Chapter 2. A 1 I Job (Truss Truss Type a Qty Ply 3180 NE BAINBRIDGE 2-CAR PL17-07_MAIN_ F01 FLOOR 851740704 H 9 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:28:01 2017 Page 1 ID:8hN7WE25VAk9wFhFe?p5rQyswQj-XRfgn1 hgSRZ8tFCTjoV5wfzF5ITjwrPEeOEjOhycQXy 0-6-8 H I 2-6-0 I 1 1-2-8 1 1 2-5-0 I Scale=1:34.9 •,<wr 1.5x3 II 3x5 = 1.5x3 II 3x8 = 1.5x3 II 3x6 = 3x8 = 3x6 FP= 3x8= 1.5x3 I I 12 3 4 5 6 7 8 9 10 � 11111111111 ___I--' d 16 15 14 - 13 1.5x3 II 12 11 3x10= 3x10= 3x8 = 3x10= 3x5= 6-81 9-9-0 9-1 -6 0-6-8 g_2_g 20-0-8 Plate Offsets(X,Y)— 11:0-1-8,Edge1,113:0-3-O,Edge1 0 -8 10 2-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.34 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(LL)Vert(T -0.06 12 >999 480 MT20 220/195 BCLL 0.0 Rep Stress lncr YES WB 0.24 Horz(TL)) -0.121 11-12 >999/a 360 BCDL 5.0 Code IBC2012/TPI2007 0.01 11 n/a n/a (Matrix) Weight:84 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=299/0-6-0,11=358/0-2-8,13=1047/0-5-8 Max Gray 1=342(LC 3),11=386(LC 4),13=1047(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=1004/0,2-3=-1004/0,3-4=-86/618,4-5=-86/618,5-6=0/1351,6-7=-1346/0, 7-8=1346/0,8-9=-1346/0 BOT CHORD 14-15=-189/943,13-14=-1351/0,12-13=-278/622,11-12=0/1128 WEBS 5-13=-599/0,1-15=0/1034,3-15=0/262,3-14=-1065/0,5-14=0/1019,9-11=-1164/0, 6-12=0/863,6-13=-1685/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)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. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. ' ( ,) PROP _„ ,,\� ANGINEF-Q SAO 2 87022PE 9� �yTONIO w C° °F -'i- ' •1y 7 '�j, OREGON ti9 4./ 3'917 Nion /3ER 1'� PO ;�`'/`sA. HERS ' �4496k� . �, GISTER ' SSIONALti EXPIRES:06/30/2019 September 18,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. , « Desin valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall g building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII quality Criteria,DSB-89 and BCS(Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 I. Job Truss Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR R51740705 >• 3 1 PL17-07_MAIN_H F02 Floor Job Reference(optional) WE25VAk97.640 s Aug 16 2017 MiTek Industries,Inc.Mon Sep 18 08:28:02 2017 17 Page 7ycQXx Pacific Lumber&Truss Co., Beaverton,Oregon 1 ID:8hN7wFhFe?pSrQyswq-?eDC?NiSDIri?VPnfHVOKSsWrT9gyf 0-6-8 I I I 1-3-8 I I 2-6-0 I Scale=1:14.0 1.5x3 II 1.5x3 1 3x4= 2 3 3x8= 4 cS s 7 6 1.5x3 I I 3x10= 3x5= 0-6-8 I 7-2-8 I6-8-0 0-6-8 Plate Offsets(X,Y)— (1:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.07 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a n/a Weight 30 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 1=288/0-6-0,5=288/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-563/0,2-3=-563/0 BOT CHORD 5-6=0/744 WEBS 3-5=-768/0,1-6=0/618 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 2)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. 3)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4)CAUTION,Do not erect truss backwards. <('\E PRoFFss �Co F'NGINEER ' c� 1";....., 10NIO 44, 87022PE wnsr, 0 oo t52 y SAT OREGON cy a<v� � l N On AMBER 1\ ,4t SA HEY‘ �P9 ki 70 4Fc s6 4, SSIONAL'' ,G EXPIRES:06/30/2019 September 18,2017 1 ...w 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and7777 Greenback Lane BCSI Building Component 7777 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sures Heights,CA 95610 A ( ' !Job !Truss Truss Type )Qty Ply 1 3180 A/E BAINBRIDGE 2-CAR PL17-07_MAIN_H F03 Floor 4 1 R51740706 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 0828:02 2017 Page 1 ID:8hN7WE25VAk9wFhFe?pSrQyswQj?eDC?N S ?V DIhPnfHVOKSWUSC9gMfJwNt4zGY7ycQXx 0-6-8 i.._—I I 2-6-0 I 1 1-3-0 I I 1-2-4 J Scale=1:28.2 1.5x3 II 3x8= 3x5= 3x4 I I 3x8 = 1.5x3 I 1 2 3 4 5 3x8 = 1.5x3 II 16 Y 13 12 • E' 1.5x3 II 3x10= 10 �� 3x8= 3x10= 3x5= 10-6-8 I 7-0-0 7-3-8 0-0$ 6-6-0 °_ I 16-2-12 0-1-8 8-11-4I Plate Offsets(X,Y)-- f1:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. TCLL 40.0 DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.04 9-10 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.23MT20 220/195 BOLL 0.0 Rep Stress Incl. YES Horz(TL)) -0.10 9-10 >999/a n/a BCDL 5.0 0.16 0.00 9 n/a n/a Code IBC2012/TP12007 (Matrix) Weight 68 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=190/0-6-0,11=855/0-5-8,9=324/0-2-8 Max Gray 1=240(LC 3),11=855(LC 1),9=340(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-592/93,2-3=-592/93,3-4=0/956,4-5=0/956,5-6=-977/0,6-7=-977/0 BOT CHORD 11-12=-477/135,9-10=0/943 WEBS 1-12=-96/609,3-12=0/671,3-11=-768/0,7-9=-972/0,5-10=0/991,5-11=-946/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 3)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. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. ,`cp`EO PROFS �c. �NGI NEF9 cSjo2 87022PE �f TONIO Gds of WAS, elk ' II LdI o UN� F - N4>, OREGON �o t✓ j OnBER 'N'N �Q79A: s,S�OG4Nr9sA6T3L9ti �S' A HEROQ :ci.:°7v:EXPIRES: 06/30/2019 t September 18,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is alwayion,storage,s required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the SafretytInformat on avlail ivery,able from Truss Plate erection and brang Institute,218 N L Lee Str et,Suite 312,Alexandria,VA 22314. Ne Tek of trusses an108 truss stems,see ANSI/TPI)Quality Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 A Job — Truss Truss Type Qty IPIy 3180 NE BAINBRIDGE 2-CAR R51740707 I 2 1 PL17-07 MAIN_H F04 Floor Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc.Mon 18 08:28:03 2017 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:8hN7WE25VAk9wFhFe?pgr6 2017 UgnaCjis_3ps7ZMMon Sep43eDZAD3 2017 jg5aycQXw 0-6-8 I I I 1-2-12 j I 2-6-0 I Scale=1:13.8 1.5x3 II 1.5x3 I 33x8 = 4 1 3x4= 2 • ..4111111111b.- — Milligiiiiiiiiiiiiiiii° 75 d o 7 6 —1* 1.5x3 I I 3x10= 3x5= 7-1-12 I 0-6-8 I 6-7-4 0-6-8 Plate Offsets(X,Y)-- 11:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.07 5-6 >999 360 BCLL 0.0 Rep Stress YESIna Matrix)11 Horz(TL) 0.00 5 n/a n/a Weight:29 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 BRACING- TUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.1&Btr(flat) end vertcicals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 1=285/0-6-0,5=285/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=541/0,2-3=-541/0 SOT CHORD 5-6=0/734 WEBS 3-5=-757/0,1-6=0/599 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 2)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. 3)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4)CAUTION,Do not erect truss backwards. ��E� PROFFss C�Co �NGI N E - o -9 TONIO 87022PE r c os WAS ' t- illii' C. 9N�AT OREGON cy Q�N � � N �C FMBER �� ,r6 e' 0s A. Fie,- IS, -G s6T ' � , s.ONAL' 7 EXPIRES:06/30/2019 September 18,2017 I aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mirek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the maGreenback Lane Suite 109 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 s Heights,CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. A r ` ',lob - Truss Truss Type 1 Qty Ply 3180 A/E BAINBRIDGE 2-CAR PL17-07 MAIN_H F05 FLOOR I 7 1 R51740708 I Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek ID:8hN7WE25VAk9wFhIndustries, Fe p5rQyswQj UgnaCji5 3ps7ZMsrDXZ?43dbZAu0m18 0&28:03 �X5kjg5aycQXw 0-6-8 f--I 2-6-0 I 1 1-3-0 I I 1-2-4 1 Scale-1:34.3 3x5= 1.5x3 II 3x8= 1.5x3 II 3x8= 1.5x3 II 3x8=- 1.5x3 II 3x5= 1 2 3 4 5 6 7 Emmm 16 15 14 12 11 1.5x3 II 3x10= 10 3x10= 3x4 II 3x10= 3x10= 1.5x3 II 6-81 9-9-8 S8 9-3-0 I 18-11-12 19-19-6-16 Plate Offsets(X,Y)— (1:0-1-8,Edge1,19:0 1-8,Edgel 9-2-4 0-6-8 LOADING(psf) SPACING- 1-7-3 CSI. TCLL 40.0 DEFL. in (lot) Vdefl Lid PLATES GRIP Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.04 14-15 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.22MT20 220/195 BCLL 0.0 Rep Stress Incr YES Vert(TL) -0.091 14-15 >999/a 360 BCDL 5.0 WB 0.17 Horz(TL) -0.01 9 n/a n/a Code IBC2012/TPI2007 (Matrix) Weight 81 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=311/0-6-0,9=308/0-6-0,13=992/0-5-8 Max Gray 1=344(LC 3),9=342(LC 4),13=992(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1015/0,2-3=-1015/0,3-4=-123/459,4-5=-123/459,5-6=-94/481,6-7=-94/481, 7-8=-1004/0,8-9=-1004/0 BOT CHORD 14-155-91/966,13-145-1278/0,12-13=-1283/0,11-12=-106/946 WEBS 5-13=-990/0,1-15=0/1045,3-14=-1005/0,5-14=0/1101,9-11=0/1034,7-12=-1018/0, 5-12=0/1071 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4)CAUTION,Do not erect truss backwards. G �S- NE �s`S> � � ct- 87022PE 9ce- oTONIO , (I t,Fw , y7'b)c OREGON q'47 / tTiN Or, M8ERA\ Or `S A. HERC1P X11, ,p�49639 kz, GISTEV e ,crss'ONALti EXPIRES: 06/30/2019 t September 18,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mg building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type _ Qty Ply 3180 NE BAINBRIDGE 2-CAR R51740709 1. ( .. Floor 10 1 PL17-07_MAIN_H F07 Job Reference(optional) 0LzQ3trisIn Inc. Moo s p 1bpnyZ218 04 2017 Page 1 QXv Pacific Lumber&Truss Co., Beaverton,Oregon 10: 7.640 .pSrQyswQj-y 7.640 s Aug 16 2017 MiTekIndustries, 1 2-6-0 I I 0-6-8 1 I 1-9-12 � Scale=1:10.4 3x5= 1 3x4= 2 1.5x3 II 3 v Il i 6 — d 5 103x10= 1.5x3 II 4 6 1.5x3 II I 4-8-4 I 5-2-12 1 4-8-4 0-6-8 Plate Offsets(X,Y)-- 13:0-1-8,Edoel DEFL. in (loc) I/defl Lid PLATES GRIP LOADING(psf) SPACING- 1-7-3TSI. >999 480 MT20 220/195 TCLL 400.,0 Plate Grip DOL 1..0000 TC 0.18 Vert(LL) -0.01 5 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) -0.00 3 n/a n/a Weight:22 lb FT=0%F,0%E BCDL 5.0 Code IBC2012fTPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Str(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 6=201/0-2-8,3=201/0-6-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-424/0,2-3=-424/0 WEBS 3-5=0/436,1-5=0/447 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 2)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. 3)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4)CAUTION,Do not erect truss backwards. ��ED PR R°FFss 5 NGtNEF-T /o2 <c, -r_,... TONIO . 87022PE �, isvAsRv. SAT OREGON el,-.P _ �F. , 90 AMBER 1'� ,6 _ � ,� OSA HS'cl °fi -c si 639,0, w • -,,s., 146 EXPIRES:06/30/2019 September 18,2017 II mum aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek 7777 Lane is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Suite 109 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 777Citrus Greenbackea,CL 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. \ Job Truss Truss Type Qty Ply 3180 A/E BAINBRIDGE 2-CAR PL17-07—MAIN_H F08 I Floor 851740710 8 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7640 s Aug 16 2017 MiTek Industries,Inc.Mon Sep 18 08:28:05 2017 Page I ID:8hN7 WE25VAk9wFhFe?pSrQyswQj-QDvLdPkLWg3ZMtVVEyea14V8yfMsysgVpZ2Cx9SycQXu 2-6-0 I I 1-9-4 11 1-2-8 I P-6-81 Scale=1:34.2 1.5x3 II 3x8= 1.5x3 II 3x8= 3x6= 1.5x3 II 3x8= 1 2 1.5x3 II 3x5 = 1 3 4 5 6 S. Id lir 15 14 3x5= 13 12 11 10 3x10 = 3x6 = 3x10= 3x10= 1.5x3 II I 9-6-4 9-j-p2 18-10-4 9-6-4 0-'1-8 1 4- Plate Offsets(X,Y)— f9:0-1-8,Edge) s 2-6 �s Ba LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.05 14 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(TL) -0.11 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:82 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=305/0-6-0,13=1014/0-5-8,15=328/0-2-8 Max Gray 9=342(LC 4),13=1014(LC 1),15=360(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1141/0,3-4=-1141/0,4-5=0/1310,5-6=-95/532,6-7=-95/532,7-8=-1006/0, 8-9=-1006/0 BOT CHORD 14-15=0/1025,13-14=-402/311,12-13=-1310/0,11-12=-137/948 WEBS 5-13=-563/0,2-15=-1057/0,4-14=0/984,4-13=-1318/0,9-11=0/1036,7-12=-1034/0, 5-12=0/1055 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)15. 3)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. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. 87022P -9� zONIO ,O5 °fw Q ' 4), OREGON ep ,' . N On S A. HERS '0 4, 49639 c•cck. . *fit{, GISTER ' SSIONALV, EXPIRES:06/30/2019 4 September 18,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. , El Design valid r usef only with MITek®connectors.must design is based onlyt upon parametersnpara shown,and is for individual sidesg component,toenot all a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 • ii • Job Truss Truss Type Qty Ply 3180 A/E BAINBRIDGE 2-CAR R51740711 ‘ PL17-07_MAIN_H Fog Floor 10 1Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc.Mon Sep 18 08:28:05 2017 Page 1 Pacific Lumber B.Truss Co., Beaverton,Oregon ID:8hN7Wk9 E25VAwFhFe?P5rQyswQj-QDvLdPkLWg3ZMtWEyea14V8yeMsusgapZ2Cx9SycQXu 2-6-0 I 1-9-4 I I 1-7-8 1 Scale=1:33.4 1.5x3 II 3x8= 1.5x3 II 3x8= 3x4 II 3x8= 1.5x3 II 3x8= 1.5x3 II 4 5 6 7 8 9 1 2 3 w edi Id V is 11 1, 133x10= 3x5= 3x5 = 3x10= 3x8= 9-9-4 { 19-1-12 I 11 9E- 90-1-88 9-4-8 9 6d 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Ude L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.05 13 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.11 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a Weight 82 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=325/0-2-8,10=318/0-2-12,12=1029/0-5-8 Max Gray 14=360(LC 3),10=354(LC 4),12=1029(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1136/13,3-4=-1136/13,4-5=0/1336,5-6=0/1334,6-7=-1094/41,7-8=-1094/41 BOT CHORD 13-14=0/1022,12-13=-438/305,11-12=-480/244,10-11=0/1001 WEBS 2-14=-1054/0,4-13=0/995,4-12=-1310/0,8-10=-1032/0,6-11=0/1024,6-12=1231/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14,10. 3)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. 4)CAUTION,Do not erect truss backwards. ,. NG1NE`cR f., 0 (t, 9 TONIp 87022PE [ • y' to pf WAS rp cv �N�A OREGON fL� 4/� � i N Q �COFI�jgER 11�P� • "a 49639 wit • S A. HER o �G/ST EXPIRES:06/30/2019 September 18,2017 4 .... 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-8 9 and BCSI Budding Component e 1 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply 3180 A/E BAINBRIDGE 2-CAR PL17-07_MAIN_H F10 Floor R51740712 12 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 c. Mon Sep 18 0828:06 2017 Page 1 ID:8hN7WE25VAk9WFh ^ Industries, Fe?p5rQyswQjj-uPTjrllzHr�BQ n15QWL5Gd h6wmCKb7YznixUhvycQXt I 2-3-0 I j 0-11-4 1 1 1-2-4 I 2-6-0 2-6-0 I 2-6-0 Scale=1:34.0 1.5x3 I I 3x8 = 1.5x3 I I 3x8= 1.5x3 H I 3x6= 3x8= _ 1.5x3 II 3x8 1.5x3 II 1 2 3 4 5 6 7 10 m.as_� lium no I w siams mwd 16 15 14 13 4 12 3x5 = 3x8 = 3x8= 3x6 = 3x10= 11 3x5 = I 10-5-4 10-5-4 19-6-0 9-0-12 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.34 TCDL 10.0 Lumber DOL 1.00 BC 0.23 Vert(LL)Vert(T -0.06 15 >999 480 MT20 220/195 BCLL 0.0 Rep Stress Incr YES Horz(TL)L) -0.10 11-12 >999/a n/a BCDL 5.0 WB 0.18 0.01 13 n/a n/a Code IBC2012/TP12007 (Matrix) Weight:84 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: REACTIONS. (lb/size) 16=362/0-2-12,11=288/0-2-8,13=1054/0-5-8 10-0-0 oc bracing:15-16. Max Gray 16=390(LC 3),11=335(LC 4),13=1054(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1388/0,3-4=-1388/0,4-5=0/562,5-6=0/562,6-7=0/1459,7-8=-940/195,8-9=-940/195 BOT CHORD 15-16=0/1065,14-15=-125/943,13-14=-1459/0,12-13=-703/16,11-12=-6/924 WEBS 6-13=-574/0,2-16=-1106/0,2-15=-1/335,4-15=0/563,4-14=-1261/0,9-11=-953/6,7-12=0/1139,7-13=-1032/0, 6-14=0/1034 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16,11. 3)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. 4)CAUTION,Do not erect truss backwards. PR <cNG N FFs`r>p kg 9 2 87022PE �� zoNlo, Ga%w°F . , y 4,), OREGON qfi c <v j -0,-/o? N "P c<`44 BER 11 PCO \; è / ERSSj0NAL5 EXPIRES: 06/30/2019 September 18,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI/-7473 rev.10/03/2015 BEFORE USE. , Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not w a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1.11 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 , Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/4' Center plate on joint unless x,y (Drawings not to scale) Damage or Personal Injury r-Thir Dimensions are are intindicated.ft in sixteenths. �� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS C1-2 c2-3 2. Truss bracing must be designed by an engineer.For " 4 wide truss spacing,individual lateral braces themselves 116 may require bracing,or alternative Tor I pEll pO bracing should be considered. 1111p3. Never exceed the design loading shown and never 11111. _ stack materials on inadequately braced trusses. tL ®� a 4. Provide copies of this truss design to the building Or I— designer,erection supervisor,property owner and pola tes 0-4 x 2 orientation,locate�"from outside eBOTTOM CHORDS all other interested parties. elau 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 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 This symbol indicates the locations are regulated by ANSI/TPI 1. THE LEFT. 7. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI 1. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 camonrfordead load fabricator. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 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 in all respects,equal to or better than that i�� PP Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the specified.truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing Lumber design values are in accordance with ANSIlTPI 1 if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 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. 41..4reaction section indicates joint 17.Install and load vertically unless indicated otherwise. I 011 IN kill number where bearings occur. �� 18.Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. environmental,health or performance risks.Consult with � project engineer before use. Industry Standards: MI 19.Review all portions of this design(front,back,words ANSIITPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. BCSI: Design Standard efornt Bracing.a yi e 1� 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 40'-O 15-11' 24-1■ ~ G1 1500#DRAG >�E ` . i ., D �' I t�DM] H1i326 I EU .a <y� 2.. LI.'",! E 6:12 g / / / / / IP gi to 6:12 -0,;i 41 1000#DRAG 1500#DRAGill �� , -r 1 ■ i A PP 5.12 OD 16 � 1 4.' (4) b Cl GARAGE RIGHT [. 14'48' -1 4'8' 1 20-'8' BUILDER: ©Co yright CompuTrus Inc.2006 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 12/22/16 PTR SS CALCOULATIONSEANDO PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL a - ,, LENNAR 3180-A BAINBRIDGE DRAWINGSFORALLFURTC R �' INFORMATION.BUINOING UMbar DESIGNER/ENGINEER OFRECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS LENNAR 3180 / A TO TRUSS CONNECTIONS.BUILDING DEilRER/ENGINEER OF RECORD TO < REVIEWRIO TO CON OFALL TR y'`a, COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIORTOCONSTRUCTION. �[ ;,? 1/8"= 1. All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. _ .cl MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3180-A BAINBRIDGE 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: K2699521 thru K2699542 My license renewal date for the state of Oregon is December 31,2017. ��Vp PROFC 44, 89200PE c3 '9L, 4OREGON tV� oC� '1Y 14, C3 `1' P 5-.�= %� I December 27,2016 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 ANSIITPI-1, Chapter 2. _ _ T Nil: 1/4. _ MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3180-A BAINBRIDGE 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: K2699521 thru K2699542 My license renewal date for the state of Washington is May 16,2017. 1RRILL s, �Y �f WAs1 , ir ' 5 , c' .� N �".' 01 ts it r ", A\ 51398 f9 ---t. il;'0 . December 27,2016 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 ANSI/TPI-1, Chapter 2. This design prepared from computer input by PACIFIC LUMBER—BC Lt3MBER SPECIFICATIONS TC: 2x4 DF 91&BTR TRUSS SPAN 20'— 8.0" BC: 2x9 DF 91&BTR LOAD DURATION INCREASE = 1.15 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.1 SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, 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=l.6, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 10-04 10-04 12 5.00 ))M-9x9 12 9 4 5.00 ' 899PE �v t ' iiii11IIIIiiiii : 'I • 5 4./o . `� M-3x4 d� 14,2A r-4 - b of-on EXPIRES;. 12/3'1/2017 y y 13-06-12 1-06 20-08 )' y 1. fitRTLz JOB NAME : LENNAR 3180—A BAINBRIDGE — Al 44 Q wa &? . Scale: 0.3725 /~ �OS* WARNINGS: GENERAL NOTES, ` /�/ � Truss: Al 1.Ballast and erectlan contractor should be advised of all General Notesunless otherwise noted. L`„� and Warnings before construction commences. 1.This design is any upon Be parameters mown and is for an individual , -; buildingcecomponent.Applicability the of designparametersfth rs and proper 2 2x4 compression web bracing must be installed where shown 4. incorporation of component°me responsibllty of the building designer. �� S.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at / '`, DATE: 12/22/2016 Is theresponsibllNya(theerectoraddE alpermanenlbracingon Toc.and atIDea. spectivelyunless braced throughout merlength by '1 _ , 3137e the overall structure is the responsibility of the building designer. continuous sheathing such as sing requiredtl ing(TC)and/or drywall(SC) T e t j SEQ.: K2699521 4.Na load mould be applied to any component anti/after all bracing 3 2x Impact bridging or lateral bracing where shown v a {[y w1 a listeners are complete and et no time should an bade gond 4 installation of truss la the responsibility of the respective cenlredor. 0`I5'1 E 44 TRANS ID: LINK design loads be applied to any win y greater 5.Design assumes trusses are to be used inanen non-corrosive environment, component. and are far dry condition"of useS`7QN'ALE 5.CompuTrus has no centro)over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge d fabrication,handling,shipment and installation of components. Cign ass - 8.This assign Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPI/WTCAIn SCSI,copies of which will uponbefurnished re e.Plates ncile° hjoincnbem(acesoftruss,andplacetlso!heircenter December 27,2016 quest. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9 Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ES14-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER 4PDFIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2- 8=(-280) 1354 3- 8=(-399) 266 TC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1545) 385 8- 6=(-318) 1354 4- 8=( -45) 58 2 3- 9=(-1199) 236 8- 5=(-398) 265 BC: 2x4 DF #1&BTR 4- 5=(-1150) 236 WEBS: 2x4 DF STAND LOADING 5- 6=(-1546) 385 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 6- 6=( 6) 85 DL ON BOTTOM CHORD = 10.0 PSF HC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -130/ 1039V -74/ 74H 5.50" 1.66 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -130/ 1039V 0/ OH 5.50" 1.66 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL = -0.050" @ 10'- 4.0" Allowed- 0.908" MAX TL CREEP DEFL = -0.116" @ 10'- 4.0" Allowed = 1.317" MAX LL DEFL = 0.013" @ 22'- 2.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.015" @ 22'- 2.0" Allowed - 0.200" MAX HORIZ. LL DEFL = 0.021" @ 20'- 2.5" MAX HOAR. TL DEFL = 0.034" @ 20'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. 10-04 10-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-10-02 9-10-02 5-05-14 load duration factor=1.6, 5-05-14 ( fTruss designed for wind loads f 12 in the plane of the trus5„seu7.w- 12 )IM-4x4 5.00 C7 4 5.00 I1.Da . .PRO/t. 4.0" : 61,0- ,4 � 4 N l " wN � / ) 0 .� $92OOPE 9{....: M-1.5x3 M-1.5x3 3 s OREGONIx � 'rB lIr14, � t,-, MCD e-IR R I0.- C5 I 1 2 0.25" M-3x4 O o M-3x4 M-5x10(S) EXPIRES:. 1213112017 1 l y 10-04 10-04 l y O y y 20-08 1-06 , 1-06 4) OV WAs ? JOB NAME : LENNAR 3180-A BAINBRIDGE - A2 Scale: 0.2975 `✓n GENERAL NOTES, unless otherwise noted. `/ ` WARNINGS: 1 This design is based only upon the parameters shown and is for an individual i� 1 and Warnings sbeorccnnsrucronoomencesetl of all General Notes building component.Applicability of design parameters and proper ( "�I Truss A2 andWernmgsbeforece, actor commences. Incorporatiortefcomponent-s the responsibiltyofthe building designer. aq np 2 244 compression web bracing must be installed where shown t. 2.Design assumes the top and bottom chords to be laterally braced at 13�g 3 Additional temporary bracing to insure stability during construction T o.c and at 10.o c respectively unless braced throughout their length by *PC} 4,,,51398„0, '98„0, s the responsibility of the erecter.Addlbonal permanent bracing of continuous sheathing such as plywood sheaNing(TC)and/or drywali(BC). C } the overall structure s the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown.. SEQ. : DATE: K6952 12/22/2016 4.No load should be applied to any component until after all bracing and 4.Installation of truss s the responsibility of the respect ve contractor. '4,5 ZONAL S E Q. : K2 6 9 9 5 2 2 fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used n a non-corrosive environment, lY L and are for dry condition of use design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Sh m or wedge t TRANS I D: LINK 5.compuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation ofcomponents. 7.Design assumes adequate drainage is provided. tlso their center December 27,2016 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and pace TPINdTCA in 6051,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InoicempuTfas Software 7.6.8(1 L)-E 10.For basic connecter plate design valuessee ESR-1311,ESR.lSe5(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TC: 2x4 IF 4$1&13TR TRUSS SPAN 20'- 8.0" MA LOAD DURATION INCREASE = 1.15 3- IBC 2015 X MEMBER FORCES 9WGDF/Cq=1.00 BC: 2x9 DF #15BTA 1-2=( 0) 65 2-7=(-392) 1355 3-7=(-399) 264 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2-3=(-1597) 409 7-6=(-332) 1360 9-7=( -71) 589 LOADING 3-4=(-1150) 250 7-5=(-909) 262 9-5=(-1152) 263 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1551) 919 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD= 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -139/ 1050V -64/ 7906 5.50" 1.68 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -103/ 867V 0/ OH 5.50" 1.39 DI ( 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/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.050" @ 10'- 9.1" Allowed = 0.988" MAX TL CREEP DEFL = -0.116" @ 10'- 9.1" Allowed = 1.317" MAX HORIZ. LL DEFL = 0.021" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.034" @ 20'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Encloed, 10-04 10-04 load duration factor=1.6,Cat.2, Exp.B, MWFRS(Dir), 5-05-19Truss designed for wind loads 4-10-02 4-10-02 5-05-14 in the plane of the truss only. 1" 12 5.50 C7'" M-9x9 12 9 0 `5.c0 ❑{ p pa M-1.5x3 1.0" 4Q1. E 92' M-1.5x3 3 5 p ,"OREGON Dt. �� /© tet} 14 fa° 4 o ll/ Ail 7 1. �� 0 0.25" �6 �R�� M-3x4 i M-5x10(5) o y y EXPIRES, 19/31/21117 10-04 y y y 10-04 1-06 20-08 y • ItRliz JOB NAME : LENNAR 3180-A BAINBRIDGE - A3 • J� .i'V�'S i �,��._ Scale: 0.2965 (. m WARNINGS: GENERAL NOTES, � }• A 1.Builder and erection contractor should be advised of all General Notesany upon olherwice noted. Truss: A3and Warnings before construction commences, 1 This design Is based only the parameters shown and Is for an Individual building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsiNl ty of the building designer. _ % - - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterelty braced at - s the responsibility of the erector.Are t onal permanent bracing of 2 0.and at 10'o c respect very unless braced throughout their length b '1MO •G 7�](TQ- , 49 DATE: 12/22/2016 the overall structure s the responsibility of the building designer continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC)y `I'jh J 1 J70 + } SEQ. : K2699523 4.No load should be applied to any com component d 3 2xlmptionood tlgngortheresponsigrequreerespe shown++ T 9 ponen San 4.Installation aftmss is the raspons bllky of the respective contractor. ( k fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, r` TRANS ID: LINK design loads be applied to any componentand are for"dry condition'of use S QNdI i+l 5.CompuTrus has no control over and assumes no responsibility for the 8.Design full bearing M all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. ry' 7.Design assumes adequate drainage Is provided. 8.This design is famished subject to the limitations set forth by TPIANTCA in SCSI,copies of which will be furnished upon8.Mates shall ee located on both faces of truss,and placed so their center December 27,2016 request. lines coincide with joint center linea. MiTek USA,Inc./CompuTms Software 7.6.8(1L)-E 9.Digits Indicate size of plate in manse. 10.For basic connector plate design values see ESR-1371,ESR-7988(MiTek) This design preparedLUMBER-BC from computer input by IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TRUSS SPAN 10'- 0.0" LUMBER SPECIFICATIONS 1-2=( -10) 4 5-4=(-169) 362 2-5=(-131) 129 LOAD DURATION INCREASE = 1.15 2-3=(-113) 103 5-3=(-912) 247 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 3-4=(-950) 217 BC: 2x4 DF ST&BTR WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P5F DL ON BOTTOM CHORD = 10.0 PSP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. ION. TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -51/ 423V -141/ 52H 5.50" 0.68 DF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -49/ 417V 0/ OH 5.50" 0.67 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing] VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = 0.248" @ 4'- 9.0" Allowed = 0.606" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = -0.253" @ 5'- 0.3" Allowed = 0.433" 5-03-10 „, MAX HORIZ. LL DEFL = 0.003" @ 9'- 6.5" 0-04-04 4-04-02 ' 1 MAX HORIZ. TL DEFL = 0.004" @ 9'- 6.5" 12 Design conforms to main windforce-resisting M-1.5X3 Q 5.00 system and components and cladding criteria. /- 2 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Y load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-1.5x3 pp©©O o ua o pt �-....,C21 N E�C� cS',iQ.• 89200PE 41111111111111111111111111111111111111111111111111111111.- -Az i,1011111111111111111 �? OREGON kr 6 M-3x9 p,. / ' M-3x4 -40.14Y14 SCI-- `4. MSR R 10- > J, EXPIRES:9-06 _- rt y� 1 7 0-06 y y 10-00 . 1 ,q WAS tt,, JOB NAME : LENNAR 3180-A BAINBRIDGE - A41' Q Scale: 0.5006 mal r.V�4 +- WARNINGS: GENERAL NOTES, unless otherwise noted: 1.BUlder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an Individualy' Truss' A4 and Warnings before construction commences building component.Applicability ofdesign parameters and proper -s. incorporation of component is the responsibility of the bu ld ng designer. 51.5Y: � • ; 2 2x4 compression web bracing must be Installed where shown+. 2 Design assumes the top and bottom chords to be laterally braced at .wA ]� 3 Addlbonal temporary bracing to Insure stability during construction T o c ane arid V o c.respectively unless braced throughout their length by `(" <[,( c isthe responsibility of the erector.Additional Permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) r>, DATE: 12/22/2016 the overall structures the responsibility of the building designer 3.its Impact bridging or lateral bracing required where shown a o IST , 4 No load should be applied to any component until after all bracing and 4 Installation of truss Is Ne responsibility of the respectve contractor. i„. AT . SEQ.: K2699524 fasteners are complete and atnotime should any loads greater than s Design assumes trusses are to be used In anoncorosiveenvironment, A-4 and are for dry condition.of use TRANS ID: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 27,2016 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPINJTCA In SCSI,copies of which well be furnished upon requestlines coincide w@h joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Int./CompaTfus Software 7.6.6(1 L)-E 70.For basic connector plate design values sae ESR-1311,ESR-7988(MITek) 4 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 DF #16BTR TRUSS SPAN 14'- 10.3" s LOAD DURATION INCREASE = 1.15 INC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 DF #1bBTR 1- 2=( 0) 72 2- 7=( -74) 67 7- 3=(-576) 171 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2- 3=(-140) 117 7- 8=( -89) 89 3- B=( -92) 963 LOADING 3- 4=(-591) 116 8- 9=(-136) 491 8- 9=( -Si) 142 TC LATERAL SUPPORT G= 12"01. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 5=) -84) 79 9- 9=(-566) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( -6) 2 9- 5=(-158) 101 OVERHANGS: 30.0" 0.0" TOTAL LOAD = 45.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -139/ 637V -95/ 139H 5.50" 1.02 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4'- 7.5" -53/ 476V 0/ OH 5.50" 1.02 DF ( 625) 14'- 10.3" -53/ 476V 0/ OH 5.50" 0.76 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 sf p ) uplift at 29 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.097" @ -2'- 6.0" Allowed = 0.250" MAX TL CREEP DEFL = -0.122" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.009" @ 9'- 10.0" Allowed = 0.977" MAX TL CREEP DEFL = -0.022" @ 9'- 10.0" Allowed = 0.636" MAX TC PANEL LL DEFL = 0.053" @ 2'- 1.5" Allowed = 0.237" MAX TC PANEL TL DEFL = 0.068" @ 2'- 1.5" Allowed = 0.356" MAX HORIZ. LL DEFL = -0.003" @ 14'- 4.3" MAX HORIZ. TL DEFL = 0.003" @ 14'- 9.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9-09-09 5-01-02 9-07-10 0-09-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 T f f End vertical(s) are exposed to wind, 3.00 I� M-1.5x3 Truss designed for wind .-- 6 in the plane of th= aglpso ., A S f M-3x99 a • � �GIN.�,��s/� -... -144 0. `'r 89240PE 9v o M-3x4 3 0 o e� a ,OREGON �c�miiiiiiii...41110.. Q I o _ M-3x4 M-1.5x3 M-3x4 9 M�RR-��"' v M-3x9 ; 4-o7-oa ; 1 y EXPIRE ;_ 12/31/2017 9-11-06 5-03-06 > y 2-06 'PROVIDE FULL BEARING;Jts:2,7,9 I 19-10-04 y "'va-',�r JOB NAME : LENNAR 3180-A BAINBRIDGE - B1 a� aa4WAS Scale: 0.3987 A1' Q WARNINGS: GENERAL NOTES, unless otherwise noted: C- Truss B 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onty upon the and warnings before construct on commences building P deparsign parametersters shown and Is for t Individual 2.2x4 compression web bracing B component.Applicability of tles gn and proper g must be lnstalletl 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 lop and bottom chords to be laterally braced at / r s the responsibility of the erector.Add t Dost permanent bracing of 7 o-and at 1 G o c res dimly unless braced Ihroughom then length byam" 5134 .cq' `- DATE: 12/2 2/2016 the overall structure s the responsibility of the building tlealgner continuous sheathing such as bracing plywood sheathing(TC)neere s snot drywan(Bc) //:;: continuous •RC1 SEQ. : K2699525 4.No loadshoulbeappliedtoa 3.2xlmpaonoftrngorthterelbracngreg7thtlwhereshownas 'CIS 1 R + . any component ung)after all bracing and 4 installation e(truss s the responsibility of the respective contrectar. ISe R1 C' 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, - TRANS ID: LINK desgnloads beappletltoanycomponent. and are for"dry condition of use xONAL - 5.CompuTma hes no control over and assumes no responsibility for the 8.Design assumes full baa ring at all supports shown.Shim or wedge if fabrication.handling.shipment and installation of components. ry' 6.Tho design is furnished subject to the limitations set forth by 7.Plates assumes be elo c ted on drainageth is trussed. - - TPI/WTCAInOCSI,copiesofwhichwillbefurishedu uponB.Plates incilwithjoince tet lines. (Iruss,antlplacetlsotheircenter December 27,2016 p request. lines coincide with joint center lines. MiTek USA,Inc./CompuTms Software 7.6.8(1LYE 9.Digits indicate she of plate In inches. 1D.For basic connector plate design values see ESR-1317,ESR-1988(MiTek) This FIC designLUMBER:preparedLarry from computer input by PACIM TRUSS SPAN 14'- 8.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) LUMBER 4PDCIFICATIONS LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting TC: 2x4 DF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. BC: 2x4 DF #1bBTR LOADING Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. RIMUIRD STORAGE DOCS NOT APPLY CUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND INC 2015 NOT HEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-09 7-04 T '( T 12 12 IAM-4x4 4 5.00 5.00 p 3 <k, PtyOA: NGIN�F� s/©��. c 89240PE r 2 .. . 4 ft. f VAS. • GUN , o f /14 .A1 10.-6 M-3x9 _.__._.-- M-3x4 EXPIRES: 12/31/2017 l 1-06 J, y 19-08 1-06 ,RRa L 44' IWAS JOB NAME : CENTAL 3180-A BAINBRIDGE - Cl Scale: 0.4905 `/ sA WARNINGS: GENERAL NOTES, unless otherwice noted `, 1.This design is based only upon the parameters shown and is Mr an individual y 1.Builder and ereeorcontractoren co be advised of all General Notesg t Applicability f toss d d/ - TYllSS Cl and Warnings before construct on commences incobuildrporation gcompof co tne o design parameters n proper /44,, must be installed where shown e. Digo assumes component nl l bottom responsibility lty a the ally braced atner. '° 51348 2.204 cempresmpo web bracing 2.2.o.c assumes the top and bottom chords bra o be laterally braced at ..A -l` ry 3.Additional temporary bracing to osure stability during construction T o c.and at 10'o c respectively unless braced throughout their length by `�" 8 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheath ng(TC)antl/or drywall(BC) S�G �� DATE: 12/22/2016 the overall structure is the responsibility of the building desgner. 3 2a Impact bridging or lateral bracing required where shown*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. �IONAL��' REQ. : x2699526 fasteners are complete and atnotime should any loads greater than 6.Design assumes trusses are to be used in anon-corrosive environment, and are for'dry condition"of use TRANS I D• LINK design loads be applied to any component 6.Design assumes full beating at all supports shown.shim or wag if 6.CompuTrus has no control over and assumes no responsibility/or the necessary. fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. December 27,2016 6.This design is Nmished subject to the limitations set forth by 6.Plateso haul be le joint on both boor lines.s o/truss,and placed so their center TPIlWfCA in BCSI,copies of which will be furnished upon request. line9.Digits Indicate sae of plate in Inches. MiTek USA,Ino./CompuTfos Software 7.6.8(1L)-E 10.For basiccennector plate design values sea ESR-1311,ESS-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR TRUSS SPAN 14'- 8.0" LOAD DURATION INCREASE = 1.15 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 BC: 2x4 DF #1&BTR 1-2=( 0) 65 2-6=(-47) 672 6-3=(0) 340 ' WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2-3=(-828) 144 6-4=(-97) 672 LOADING 3-4=(-828) 144 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 65 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18,0" 18.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -108/ 787V -45/ 45H 5.50" 1.26 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 8.0" -108/ 787V 0/ OH 5.50" 1.26 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.045" @ 7'- 4.0" Allowed = 0.917" MAX LL DEFL = 0.013" @ 16'- 2.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.015" @ 16'- 2.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.039" @ 10'- 6.1" Allowed = 0.472" MAX HORIZ. LL DEFL = 0.007" @ 14'- 2.5" MAX HORIZ. TL DEFL = 0.012" @ 14'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-04 'r 7-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 ,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor-1.6, 5.00 D IIM-4x4 Truss designed for wind loads Q 5.00 in the plane of the truss only. 4.0" 3 ,F-,(11 , ,;._.tD p O At- /44 Q 89200FE 9r 0 o 2 © 7 - , OREGON 44/ -'9 " * - M-3x9 M-1.5x3 4 6 . ,f4t A1..;: M-3x9 `. J, 7-04 y 7-04 y EXPIRE& 12/31/2017 b b 1-06 14-08 y y 1-06 • JOB NAME : LENNAR 3180-A BAINBRIDGE - C2 44' wAs Scale: 0.9030i �,A .. WARNINGS: GENERAL NOTES, unless oNerwNe noted: Truss: C21Builder and erection contractor should be advised of all General Notes 1.madeslgn is based only uthe and Warnings before construction commences. building parameters shown and is bran Individual component.Applicability of design parameters and proper r e 2.2x4 compression web bracing must be Installed where shown Incorporationof component stye responsibility of the bu ltl ng tleslgner /yy�r temporary bracing to insure stability during Z Design assumes the top and bottom chords to be laterally braced at aot 3Additional tempo /♦',I DATE: 12/22/2016 Is the responsibility of the eregor.Additional permanent bracing of zzn a.and at l0 ao respectively unless braced throughout their length by ,a� G1'}(�p j Ne overall structure lathe responsibility of the building designer. Impacts sheathing such as plywood sheathing(TC)and/or drywall(BC) '("/I 1 J 1 Th SEQ.: K2699527 4.No load should be applied to any coin 3.2xbdd ion of buss ising or thlaterelbreb responsibility ftherehereshown+♦ V N. portent any atter all brecmg and 4 DesignInstallaassumes trus esrto bused lin a no-ponos contractor. (x] F fasteners are complete and at no time component. any loads greater than S.Design assumes trusses are to be used In anon wrrosrve environment, t TRANS ID: LINK design loses be applied to any wmponent and are for"dry condition'.of use. Q f `1 5.CompuTms has no control over and assumes no responsibility for the S Design assumes full beanng at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. ssary - 6.This design is furnished subject to the limitations set forth by T.Design assumes adequate drainage is provided. TPIM/TCA in SCSI,copies of which will be furnished upon request. S.Platescoincide with located both faces of truss,and placed so their center December 27,2016 lines celncide with joint center linea. MiTek USA,Inc./CompuTms Software 7.6.8(1 L)-E 9.Diggs indicate size of plate in inches. 10.For basic wonder plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TRUSS SPAN 14'- 8.0" 1-2=(-830) 167 1-5=(-76) 674 5-2=(0) 340 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 2-3=(-830) 153 5-3=(-78) 674 TC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 65 WC: 2x4 DF ST DR WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -73/ 615V -47/ 36H 5.50" 0.98 DF ( 625) OVERHANGS: 0.0" LL = 25 PSF Ground Snow (Pg) 14'- 8.0" -113/ 803V 0/ OH 5.50" 1.28 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 16'- 2.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.015" @ 16'- 2.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.039" @ 10'- 6.1" Allowed = 0.472" MAX TC PANEL TL DEFL - 0.122" @ 3'- 10.7" Allowed - 0.708" MAX HORIZ. LL DEFL - 0.007" @ 14'- 2.5" MAX HORIZ. TL DEFL - 0.012" @ 14'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7_04 T ,c load duration factor=l.6, Truss designed for wind loads 12 in the plane of the truss only. 12 M-4x4 4 5.00 5.00 D 9.0" 2 ,f-,( I I ' • E(3 P:R QF`LcS,- l.o^ Q�c� CaIN�, , ?0 89200PE. -- q OREGON 84,4/� 1 M-3x4 M-1.5x3 M-3x4 0 Fl'TM/l:R,I 0- y EXPIRES:. 12/31/2017 * 7-04 y 7-04 1 l ) 14-08 1-06 Oma, . .. , I. rH. 4'. ..O.Viide_.,WAS1'114.ri .,.. 0..:,e46., JOB NAME : LENNAR 3180-A BAINBRIDGE - C3 Scale: 0.4323 �Id . WARNINGS: GENERAL NOTES, unlessotherwsenoted ,� J 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 building component.Applicability of design parameters and proper it Truss' C3 andWamingsbemreconstmdoncemI tri Incorporation ofcomponent sthe responlbllityofthe building designer „� 7 n - 2 2x4 compression web bracing must be Installed where shown+ 2 Design assumes the lop and bottom chords to be laterally braced at 51 7 a t"j 3 Additional temporary bracing to Insure stability during construction 7 o c and at 10'o c.respectively unless braced throughout the r length by t, 4.,„5139:,a py� Q'j Is the responsibility of the erector.Additional permanent bracing o/ continuous sheathing such as plywood sheathing(TC)and/or drywail(BC) F.+a V DATE: 12/22/2016 the overall structure is the responsibility of the bolding designer. 3 Zr Impact bridging or lateral bracing required where shown++ ( RR}��, SEQ. : K2 69 9 5 2 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. �,hT A L it fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used n a non saati}qx oswe environment, lY t] and are for dry condition.of use TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no rasponsbillly for the - necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. DecembP.r 27,2016 • 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 TPI,WrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate Alia of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(lL)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATONS TC: 2x4 DF#1&BTRITRUSS SPAN 35'- 9.0" 2: Design checked for net psf) ulift COND. pat • 29 "oc s • BC: 2x9 DF FIC TLOAD DURATION INCREASE = 1,15 pacing.I SPACED 29.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. DON. system and com BC LATERAL SUPPORT 0= 12"00. UON. LOADING ponents and cladding criteria. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Unbalanced live loads have been DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), considered for this design. TOTAL LOAD= 92.0 PSF load duration factor=l.6, Truss designed for wind loads ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall DON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. omplete specifications. i17-10-08 17-10-08 I 11-11-09 5-10-15 I 12 T s-11-o1 11-11-07 I 6.00 I IM-9x4I 12 11 Q 6,00 M-3x5(5) M-3x5(5) p© `` VCS dill I sit(' 7::::'. � ��GIN ,�R ��792OPGE f • �i,' i l .�REGON1� ` , o M-3x5(5) ._-_.��1�`ii -,4 M-3x9 EXPIRES: 12/3°f/ 7 y y 17-10-08 y ),---j, 17-10-08 1-06 35-09 - y.. • Z JOB NAME : LENNAR 3180—A BAINBRIDGE — D1 ` AS Scale: 0.2371 I O..,� WARNINGS: GENERAL NOTES, unless otherwise noted: M/ Truss: D 1 Builder and erection contractor should be advised of all General Notes Thls design Is based ony upon theI and Warnings before censtrucl on cemmences building component.Applicability of dsignreshown and is for an individual J 2.2x4 compression web bracing must be installed where shown+. incorporation of cam gn parameters and proper 2 Des component Is me responsibility of the building designer. / 3.Additional temporary bracing to Insure stabllRy during construction Design assumes the lop and bottom chords to be laterally braced at /7(�',`I - DATE: 12/22/2016 s the responsibility of the erector.Additional permanent bracing a/ 7 o c.and at 10.o c respectively unless braced throughout their length by '�Q _, 51398 Ne overall structures the responsibility of the building designer. 2ani mots sheathing or ateh as acing re aired where shown+drywell(OC) SEQ. : K2699529 4.Ne load should beapplied toany com3.I2slmpadbrttrussIrlaterelbacngtyouaeriwhereshown++ C7 ZSR portent until after all bracing and 4 Installation of truss is the responsibility of the respective coniraIXor a3 fasteners are complete and at no time should any loads greater man 5 Design assumes trusses are to be used Ina non corroswe environment. > TRANS I D: LINK design loads be applied to any component. antl are for dry conddlo�or use �NA 5.CompuTrus has no control over and assumes no responsiblhty for the 6.Design assumes full bearing et all supports shown.Shim or wedge l/ fabrication,handling,shipment and installation of components. mwmft ry' 6.This design is furnished subject to the limitations set forth by T platesDesigassumes adequate bothteo drainage Is provided. TPIAV/CA in EDS!.copies 6.Plates ncilee located cefaces of truss,and placed so their center December 27,2016 of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Degas Indicate sae of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-7966(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TRUSS SPAN 35'- 9.0" 1- 2I( 0) 76 2- BE(-FOR) 2269 /3-G 9=(-272) 187 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 TC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2654) 544 9-10=(-296) 1895 9- 4=( -18) 477 3- 4=(-2404) 517 10-11=(-284) 1897 4-10=(-683) 246 BC: 2x4 DF #1&BTR 4- 5=(-1699) 453 11- 8=(-442) 2268 10- 5=(-247) 1128 WEBS: 2x9 DF STAND LOADING 10- 6=(-686) 246 5- 6=(-1699) 466 0-16=( -36) 246 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 7=(-2407) 541 DL ON BOTTOM CHORD = 10.0 PSF 7- 8=(_2657) 574 11- 7=(-275) 209 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0 LL = 25 PSF Ground Snow (Pg) BEARINGMAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -271/ 1679V -192/ 201H 5.50" 2.69 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -205/ 1501V 0/ OH 5.50" 2.40 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.128" @ 17'- 10.5" Allowed = 1.742" MAX TL CREEP DEFL = -0.303" @ 17'- 10.5" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.056" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, 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 17-10-08 in the plane of the truss only. 17-10-08 T T � Pll-Q��°' 12 M-9x6 Q 6.00 SCi 6.00 4 ' tr��`: „oi*�nGIN E,p `s/�. - m-5.8(s) M-5x8(S) Q 892001. E 3.1" 0,, ,,,,6(,) 0.25" .. 0.25" 0.25" vo t� 0 et OREGON�� < +@ M-1.5x3 '� . "` ,4., - �. ,.'. . M-1.5x3 x. EXPI RES.-. 12/31/2017 O 141111/ (' -i- a, M-3x8 to 0.25" M-3x9 M-3x4 o -3x8 M-5x8(S) y y35-09 i VIAS 1-06 NAME : LENNAR 3180-A BAINBRIDGE - D2 rbc,,, ._. �' JOB Scale: 0.1896✓' 1' WARNINGS: GENERAL NOTES, unless othenxse noted: - / 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual ids building component.Applicability of design parameters and proper /°� I Truss D2 and Warnings before construction wmmences Incorporation ofcomponent is the responsibility of the building designer. {y ', 2.2x4 compression web bracing must be installed where shown e. 2 Design assumes the top and bottom chords to be laterally braced at 1 3 Additional temporary bracing to Insure stability during construction 7 o.c and at 10 o c respectively unless braced throughout their length by ��5 1398 A - 3 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryxall(BC) t k ,f}S,' DATE: 12/22/2016 the overall structures the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown e e PP anycomponen 4.intailalonaftruss is the respansbilityofthe respective contractor 4,,,t- ' SEQ. : K2699530 4.No load should complete anygreater and 5.Design assumes trusses are to be used in a non-corrosive environment fasteners are complete antl at no time should any loads greater than and are for dry condition"of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing at ail supports shown.Shim or wedge if , 5.CompuTrushas nocannelover and assumes noresponsibility for the necessary. December 27,2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPPW TCA In SCSI,copies of which will be furnished upon request. area coincide with joint center lines. 9.Digits indicate size of plate In innchees. ESR-1988 MITek MiTek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design lues see ESR-1311, ( ) , f This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER: Larry M TC: 2x9 DF #15HTA TRUSS SPAN 35'- 9.0" BC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 ..WEBS: 2x9 DF STAND SPACED 29.0" O.C. 1- 2=( 0) 76 2-10=(-373) 2278 3-10=(-272) 187 2- 3=(-2653) 532 10-11=(-259) 1902 10- 4=( -18) 977 LOADING 3- 4=(-2409) 509 11-12=(-202) 1895 9-11=(-683) 247 C LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 54-- S=(-1699) 454 12- B=(-417) 2263 11- 5=(-237) 1128 BC LATERAL SUPPORT <= 12"0C. UON. 5- 6=(-1699) 453 DL ON BOTTOM CHORD = 10.0 PSF11- 6=(-683) 247 OVERHANGS: 18.0" 18.0" TOTAL LOAD = 42.0 PSF 6- 7=(-2404) 504 6-12=( -18) 977 7- 8=(-2653) 532 12- 7=(-271) 187 LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 76 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" -269/ 1673V -205/ 205H 5.50" 2.68 of ( 625) 35'- 9.0" -269/ 1672V 0/ OH 5.50" 2.68 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.128" @ 17'- 10.5" Allowed = 1.742" MAX TL CREEP DEFL = -0.303" @ 17'- 10.5" Allowed = 2.322" MAX LL DEFL = 0.013" @ 37'- 3.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 37'- 3.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.055" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 3.5" 17-10-08 17-10-08 Design conforms to main windforce-resisting 6-03-13 5-09-05 5-09-05 5-09-05 5-09-05 6-03-13 system and components and cladding criteria. 12 f f f f f Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9X6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=l.• Q 6.00 Truss designed for: ri � 4.0" in the plan of --=,e). FIS t 6 M-5x8(3) 4111111114 .c n if �0.25" 0.25"3.1" QAA 00 E Vo pct e ily 111111111111111111111', M-1.5x33 + +I M-1.5x3 7OREGON !✓� O J,. o M -3x8 M-3x4 10.2 s" 12 6 �' EXPIRES: 12/31/2017 M-3x4 y M-5x8(5) M-3x8 of l 1 9-02-08 1 8-08 l 8-08 l 1-06 9-02-08 35-091-06 y JOB NAME : LENNAR 3180-A BAINBRIDGE - D3 a�- -AAs; ' Scale: 0.1803 rT(,'rti ' '-" •" WARNINGS: GENERAL NOTES, unless otherwise noted: ..40:9' wall - Truss D3 Builder and erection contractor should be advised of all General Notes This design is based only uthe ' ••• and Warnings before oonstmdion commences building corn Applicability parameters a r m ter and is an individual e 2.2x4 corn bracing component.Appllcebility of design parameters and proper compression web bracin s[be installed where shown i 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 toberaity bracedat 5�I DATE: 12/22/2016 s the responslb lily of the eraIXor.Additional permanent bracing o! 7 o.c and at 10 o c respectively unless braced throughout their length by `7A -,J, 5139 asc, ' the overall structure s the responsibility of the building designer. continuous sheathing such as plywootl sheem ng(TC)and/or drywall(BC) 7 e .0 7 SEQ. : K2699531 4.No load should be applied to anycamponentuntilaferalld 3 2xlmltioeofrussisact bridging or thterelpracngtyy ofthdwsereshowo.♦ Gi$ x� 3 bracinga^ 4.DesiInstallgn aseuaes isthere to b used sdin aeor.aCvacoenviron V .•ta�T fasteners are complete and at no time ant. any loads greater than 5.Des gn assumes trusses are to be used n a non corrosive environment, SG TRANS I D: LINK design loads be applied to any component and are for"dry contlreo of use x�NA I 5.CompuTrus has no control aver and assumes no responsbllty brine 6 Design assumes full bearing et all supports shown.Shim or wedge f - fabricetion,handling,shipment and installation of components. necessary. 6.This deBgn is furnished subject to the limitations set forth by 7.PlatesDesigassumes adequate bothfaces drainage Is provided. TPIArTCA in SCSI,copiese. s c shall be with faces of truss,and placed co their center December 27,2016 of which will be fumishetl upon request. lines coincide with Joint center lines. MiTek USA,IneiCompuTrus Software 7.6.8(11)-E 9.Digits Indicate bee opiate In Inches. 10.For basic connector plate design values see ESR-1 311,ESR-1988(MiTek) This design prepared from computer input by SP IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TRUSS SPAN 35'- 6.0" 1- 2=(-2657) 578 1- 9-( 443) 2293 /2-G F/Cg=15) 212 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTA SPACED 24.0" O.C. 2- 3=(-2407) 543 9-10=(-282) 1906 9- 3=( -38) 486 BC: 2x4 DF ST&NDR 3- 4=(-1699) 466 10-11=(-294) 1896 3-10=(-685) 246 4- 5=(-1700) 453 11- 7=(-429) 2264 10- 4=(-247) 1128 WEBS: 2x4 DF STAND LOADING 10- 5=(-683) 246 5- 6=(-2404) 517 0-15=( -17) 477 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 7=(-2654) 545 DL ON BOTTOM CHORD = 10.0 PSF 7- 8=( 0) 76 11- 6=(-271) 187 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAC AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -202/ 1480V -201/ 192H 2.50" 2.37 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 6.0" -271/ 1679V 0/ OH 5.50" 2.69 DF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacind.I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.128" @ 17'- 7.5" Allowed = 1.742" MAX TL CREEP DEFL = -0.303" @ 17'- 7.5" Allowed = 2.322" MAX LL DEFL = 0.013" @ 37'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 37'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.056" @ 35'- 0.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-07-08 17-10-08 'f Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-09-05 5-09-05 6-03-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 5-09-OS load duration factor=l.6, 6-00-13 5-09-05 ( '� 12 Truss designed for wind loads in the plane of the truss only. 12 M-4x6 Q 6.00 ❑[3f1 [� 6.00 4.0" �� ,' � d'..d'ikt �C'riU 4 .„cam .�v4GI N E6- , /0 M-5x6(5) ,!%,..,‘,...4.4.44.44.44 .° M-5x8(S) o /gyp c '9 0.25' 0.25" 892001. E 3 QQ 00. ko ec- M-1.5x3 OREGON z .,. M-1.5x3 .4 ...� ,..,.. M O "1 12/3112317 M Cr EXPIRES:.N q M-3x8 1 11 M-3x4 11b.25" M-3x4 0 M 4x6 M-5x8(5) b y y y 8-08 y 9-02-08 8-11-08 8-08 ). y y 3 5-0 6 1-06 ..j, a WAS JOB NAME : LENNAR 3180-A BAINBRIDGE - D4 Scale: 0.1912 [-" // , r WA GENERAL NOTES, unless athenvlse noted: ^'AS , 1.BuilderiNGS: 1 This designbased only upon the parameters shown and is for an individual - 1 W and erection construction shouldcoo be advised o/all General Notes buildingis component.Applicability t designparameters and proper 1' Truss D4 ariaWarmngabe/oremndradonommetea n• essnfpp ho 1rir Incorporation of component nt la tare ponds to be the buildingra designer. ��^� 2.Additional t l temporary web bracing mud rbee t ballyd where shave 2 Design assumes the lop and bottom chords to be laterally braced at 49 ,{jay 3 A the rest temporary bracng to insure Ade stabilty during anent bracing 2'o c and at l0 o c respectively unless braced throughout the r length by ^ �IS'I �� is the responsibility of the erector.Additional permanent bracng of continuous sheathing such as plywood sheathng(TC)and/or drywall(BC). V DATE: 12/22/2016 the overall structures the responsibility of the building designer. 3.23+Impact bridging or lateral bracing required where shown•• (q �( 4.No load should be applied to any component until after all bracing and 4.Installation of toss is the responsibility of the respective contractor. yzA .F�q�•t�} SEQ.: K2699532 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment L and are far dry condition'.of use TRANS ID• LINK design loads be applied to any component. 6.Design assumes full bearing at all suppose shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for thenecessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 27,2016 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of toss,and placed so their center TPINVTCA in SCSI.copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MITek USA,Inc./CompnTroN Software 7.6.8(tL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.0" BC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 1- 2=(-2599) 551 1- 8=(-418) 2172 2- 8=(-220) 195 2- 3=(-2317) 523 8- 9=(-287) 1841 8- 3=( -27) 440 TC LATERAL SUPPORT <= LOADING 3- 9=(-1656) 456 9-10=(-285) 1837 3- 9=(-656) 242 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1656) 456 10- 7=(-421) 2151 9- 9=(-239) 1090 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-2317) 523 9- 5=(-659) 242 JT 1, 7: Heel to plate corner = 2.00" TOTAL LOAD = 42.0 PSF 6- 7=(-2599) 551 5-10=( -27) 440 ** For hon 10- 6=(-220) 195 ger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -207/ 1480V 0/ OH 5.50" 2.37 DF ( 625)81V -186/ 186H 5.50" 2.37 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 3.0" -207/ 14 • '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 = -0.118" @ 17'- 7.5" Allowed = 1.717" MAX TL CREEP DEFL = -0.279" @ 17'- 7.5" Allowed = 2.289" MAX HORIZ. LL DEFL = 0.052" @ 34'- 9.5" MAX HORIS. TL DEFL = 0.087" @ 34'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,RCDL=6.0, ASCE 7-10, 17-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'r 17-07-08 load duration factor=1.6, 6-00-13 5-09-05 5-09-05 5-09-05 '' Truss designed for wind loads 1 "( '15-09-05 6-00-13 in the plane of the truss only. 12 6.00 M-4x6 12 4.0" Q 6.00 - c -PR Opt9 �C� VM-Sx6(S) M-Sx6(S) � CIM V/3.1" (V0.25" 0.25" 89200PE 9ro \ l.53 .M-15x3 1 iol„2 -+' + 1 0 1,,, 'd Ir YL OREGON W / , /11,6i- _ 'C'\>* 0 1** o M-3x8 e 9 `+ .' M-3x4 0.25" 1e **7 0 EXPIRES: 12/31/2017 M-3x4 M-3x8 y M-5x8(5) o 8-11-08 i' 8-08 ). y 1 8-08 s-11-oa 35-03 y Rat JOB NAME : LENNAR 3180-A BAINBRIDGE - D5 4NS' a �, Scale: 0.1906 WARNINGS: GENERAL NOTES, unless otherwise noted: / 0 �,:,) Truss: D5 Builder and erection contractor should be advised of all General Notes Thsdesign Is based onl end Warnings before construction commences, buildin Y upon the parameters shown and is far an individual - -f 2.204 corn gnus g component A ie gn parameters and proper incorporation compression web bracing the Installed where shown+. of component ss Applicability the ofderesponsiblity of the buildidegner. 3.Additional temporary bracing to nears stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DATE: 12/22/2016 la the responsibility or the erector.Additional permanent bracing or Do.c.and at l0 oc respectively unless braced throughout their length by Q 4. 1STE ' the overall structure h the responsibility of the building tleslgner continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). SEQ. : K2699533 4.No load should be applied to any corn 4.2Klmptd bodtvss is the responsibility required the whpresve coca �i� p �((g portent anti ager all brat ng and 4 Desiglafon of truss ie the retonslb,l ty or the respective conlrector. 1 `.l fasteners are complete end at no time should any loads greater than 5 Design assumes trusses are to be used m a non-corrosive environment, TRANS ID: LINK design loads be applied to any componentand are far"dry condition"arose 5.CampuTms has no control over end assumes no responsibility for the 6.nee�g assumes lull bearing at all supports shown.Shim or wedge if A ON AL- . fabrication,handling,shipment and Installation orcomponents. ry' - 6.This design Is Swished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPiNJYCA In SCSI,copies or which will be famished upon re 8.Plates ncil be with on both faces of Wm,and placed so their center December 27,2016 p quest. linea coincide wllh lolnt center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E S.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ES12-1SO8(MITek) This design prepared from computer input by SP TRUSS SPAN 35'— 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting TC: 2x4 DF #105TH SPACED 24.0" O.C. system and components and cladding criteria. BC: 2x9 DF #1&BTR LOADING Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads Unbalanced live loads have been in the plane of the truss only. considered for this design. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. REMIIRD STORAGE DOES NOT APPLY DUE TO THE SEINIAL M-1212 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-07-08 17-07 OS I 5-11-01 I11-08-07 � 11-08-09 5-10-15 II I I T 12 TIM-4x4 12 2 Q 6.00 6.00 p i1N M-3x5(5) ❑p (� M-3x5(S). yy c b_..;C OFt�7 �C�� NAGINE--$ s/0 ct 89200PE 17 r + GON PI o M-3x5(S) EXPIRES:o : 1213t11�7 =M-6x6 J, y y 17-07-08 17-07 oe _ s 35-03 -RBIL't ,,q, J WAS '1,, Scale: 0.2495 / �. �` , s �A JOB NAME : CENTAL 3180-A BAINBRIDGE - D6 unless otherwise noted. "et., I ` WARNINGS: GENERAL NOTES, 7 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 `/ budding component.Applicability of design parameters and proper ( I Truss D 6 end Warnings before construction commences. Incorporation of component is the respanabltry of the building deagner. j^ .,6,^^ 1:4, 2 2[4 compression web bracing must be Installed where shown+. 2 Des Design assumes the top and bosom chords to be laterally braced al • 4}�i y 3 Additonaltemporary bracing to insure stability during construction 2 o.c and at l0 o.c respectively unless braced throughout their length by ,y STE8 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ! Me overall structure Is the responsibility of the building designer. 3.h Impactbddgng or lateral bracing required where shown++ DATE• 12 69 9 5 16 pp y component 4.Installation of truss is the responsibility of the respective contractor. .ANAL�" SEQ.: K2699534 4.Nstenesarecom l applied d nylon sgreatcngantl 5.Design assumes trusses are to0usedinanoncorrosieenvronment fasteners are complete and al no lime shoultl any loads greater Than and are for"dry condNon'of use. design loads be applied to enycomponent. 6.Design assumes fullbearing at all supports shown.Shim or wedge If TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. dso their center December 27,2016 6 • .This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and place TPINJTCA In SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Ino./CompsTms Software 7.6.8(10-E 1o.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) k. 4 This design prepared from computer input by LUMBER PACIFIC LUMBER: Larry M TC: 2x4 DF SPECIFICATIONS#1&BTR TRUSS SPAN 10'— 8.5" ICONS. 2: Design checked for net(-5 � BC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 (— psf) uplift at 24 .oc spacing.' SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON, system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.5ft, 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 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 5-04-04 f 5-04-04 12 ,r 6.00 p IIM-4x4 2 Q 6.00 3 o � -1G 1V cS'/ 2 9 � oy 89240FE v oh 1 Airo o. o Y OR .. �� M-3x4 �t M-3x9 ® �' T4,.., � e. ..:.--<. RRILL 1 1 1-06 10-08-08 ° Ira=. 1 ORRILZ& JOB NAME : LENNAR 3180-A BAINBRIDGE - E1 40 4. Q'S. I . Scale: 0.6057lia, �`�Q im WARNINGS: GENERAL NOTES, ma Truss• E 1 Builder and erection contractor should be advised of all General Notes unless other ise noted: and Wamngs before construction commences 1.The des gn is based only upon the parameters ers shown and Is toren Individual • bolding component Applicability of design parameters and proper J 2.2x4 compression web bracing must be Installed where shown•-. Incorporation of component is the reaponsibllity of the building designer. �►`' 3.Additional temporary bating to stability during construction 2 Design assumes the tap and bottom chortle to be laterally braced at /Yj'',( - DATE: 12/22/2016 Is the responsibility oftheerector.Additional permanent bracing of Zoc and at 17 o.c respectNely unless braced throughout their length by � 51� e the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or tlrywall(8C). ^ J e q t(♦ SEQ. : K2699535 4.No load should be applied to any component uMlafter all bracin and 3InImpactbridringarlateralbrecingrequiredwhereshowo♦a Cd rr p�yY fasteners are complete and at no time should an loads h 4 Installation of truss Is the res to use of the respective contractor.envirV 1 TRANS ID• LINK design loads be applied to any component. y greater 5 Design assumestmssesare toes used Ina non-corrosive environment, and ere for dry condition"afuse. �QNALEZ`� 5.CompuTros has no control over antl assumes no respon&b lity for the 8.Desiggnssumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. 70.Design assumes adequate nthdrainagea is provided. 6.This design is furnished subject to the limitations set forth by - - _ TPIM/rca in SCSI,copies of which will be fumished u 8.Plates shall be located on both laces of truss,and placed so their center December 27,2016 pon request. lines coincide wdh joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 9.Digits indicate she of plate In inches. 10.For basic connector plate design values see ESR-1311,8512.4 988(MiTek) This design prepared from computer input by JP 10-08-08 GIRDER SUPPORTING 35-09-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5734) 1268 1- 6=(-1078) 4942 6- 2=( -348) 1668 TC: 2x4 DF SS&BTR 2- 3=(-4188) 952 6- 7=(-1060) 4856 2- 7=(-1418) 334 BE: 2x4 DF SS LOADING 3- 4=(-4188) 952 7- 8=(-1060) 4856 7- 3=( -800) 3538 WEBS: 2x6 DF STAND; LL = 25 POP Ground Snow (Pg) 4- 5=(-5734) 1268 8- 5=(-1078) 4942 7- 4=(-1418) 334 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 8.5" V 2x6 DF #2 A4- 8=( -348) 1668 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 921.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 10'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. 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" -942/ 4245V -45/ 45H 5.50" 6.79 DF ( 625) �' ( 2 ) complete trusses required. 10'- 8.5" -942/ 4244V5V 0/ OH 5.50" 6.79 of ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.� 1'11 9" oc in 1 row(s) throughout 2x6 top chords, 6" oc in 1 row(s) throughout 2x4 websom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.033" @ 5'- 4.2" Allowed = 0.490" 9" oc in 2 row(s) throughout 256 webs. MAX TL CREEP DEFL = -0.079" @ 5'- 4.2" Allowed = 0.653" 5-04-04 5-04-04 ,r f MAX HORIZ. LL DEFL = 0.011" @ 10'- 3.0" 2-01-02 2-01-02 3-03-02 MAX HORIZ. TL DEFL = 0.018" @ 10'- 3.0" 3-03-02 f fCOND. 3: 1000.00 LBS SEISMIC LOAD. f '( 12 SHEARWALL 0.00 to 10.71 12 6.00 Q 6.00 NOTE: TRUSS DESIGN ASSUMES UNIFORM M-4x6 SHEAR TRANSFER 4.0" Design conforms to main windforce-resisting 3 �,r system and components and cladding criteria. Pii111% Wind: 190 mph, h=20.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), illpoop M-3x5 load duration factor=l.6, M-3X5 Truss designed for wind loads in the plane of the truss sally- . g re, ,11 T1 M-Sx1�A, ct tJdO VI. L f 11141 emca Alitilli.,....,,,.._ ,, o � - - o 7 8 0 �5 i co 6 OREGON <cr� M-3x6 M-3x6 M-6x10 .QFC ,. < f4) 94 Scr-4 • MERR11. �' b 1,y 1 y 3-01-06 2-02-14 2-02-14 3-01-06 EXPIRES::. 12131/2017 J' �' 10-08-08 0=14q� .0V W.� i?v ,.,„ JOB NAME : LENNAR 3180-A BAINBRIDGE - EGIRD Sale: 0.5292 '' :` GENERAL NOTES, unless otherwise noted I WARNINGS' 1.This design abased only upon the parameters shown and is for an individual _ 1.Builder and erection contractor should be advised Mall General Notesbuding component.is ba nl Applicability of design parameters showparameters and proper ��Ilks Truss' EGIRD antlWemngsbeforecencingmucommetate incorporation ofcomponent Isthe responsibility ofthe building designer. ^ J1,^� _ • 2 2x4 compression web bracing must be Installed where shown i. 2 Design assumes the top and bottom chords to be laterally braced at c/ A 1 5J� tt�((;} 3 Additional temporary bracing to insure stably during construction T o c and at 10'o n respect vely unless braced throughout their length by �C CT p _�*� s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaRsc) t 4 i'lr''` K2699536 the overall structure w the responsibility of the building designer. 3.2x Impact bdtlg ng or lateral bracing required where shown (� SEQ. : K26995S( Aci S.Desgnasa�ma5trusses are a usednano-cormaeaenmmnment fasteners are complete dna at no time should any loads greater than DATE: 36 4.No load should be applied to any component unto after all bracing and 4.Installation of Imes k the responsibility o/the respective contractor. � AL�\ and are for dry condition"on of use. TRANS ID:• LINK design bads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 5. haS no trolover tendassumes ofc mponbililyforthe neceasary. December 27,2016 fabrlcaton,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. • 6.ThIs design is furnished subject to the limitations set forth by S.Plates shall be located on both laces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MTek) 4 This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONSDesign 2x4 TRUSS SPAN 14'- 6.0" CONS. 2: Di5 BC: 2x4 DF #1SBTR LOAD DURATION INCREASE = 1.15 (- psf) uplift at 24 floc spacing.) SPACED 29.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=l.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 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-09 T 7-09 12 I 6.00 1:: - IIM-4x4 12 3 Q 6.00 I I e1C'© S:ac re(s� �NAGIN� � `r�C? 44/ Q 89240PE 9f 2 M o f- 1 '�_ 4 o f Nr 1 • _ � 1 .r.Ar ' ��Ar Aur A,',r.e Ar •- ON M-3x4 RR;I1,\-Vit'' M-3x9 __ .- y y EXPIRES: 12/31/2017 1-06 19-08 y y 1-06 JOB NAME : LENNAR 3180-A BAINBRIDGE - Fl ' 4;,$),��' �� ;. Scale: 0.4905 WARNINGS: GENERAL NOTES, unless otherwise noted: 1��+//kKf Q Truss: Fl Builder and erection contractor should be advised of all General Notes This design s based only uthe and Warnings before construction commences. building Pb" Parameters mown and is for n Individual a 2.2x4 corn component Appl cab 1 ty oldes design parameters and pro pression web bracing must benstalled where shown+ incorporation of component is the responsibility of the building tleslgner. _ / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at /��`,`/ DATE: 12/22/2016 la mereaponmmltyorthe eeWsesiedrtonalperilding Brener. 2'oc.andalmo.crespectieyunlessbracedthroughouttherlengthby • ,f(t^ C�qn� the overall structure a the responsibility of the building dealgner continuous sheathing such as plywood aheathing(TC)and/or tlrywall(SCJ, 7"V J J3 e SEQ.: 2/22/2 37 4.tNo heoveshsvcbe applied reistheroanycom 3.2x Impactbridgngorlateralbrecngrequiredwhereshown++ �ss.� point until after all bracing and 4 Installation of truss Is the respons b ltly of the respective contractor. Grp i Fa fasteners are complete and at no time should any loads greater than 5 mmen Design assumes trusses are to be used In a non cors ve environment }, TRANS ID: LINK design loads beapplied toany component. and are for"dry conditio�of use `7aNAL 5.CompuTrus has no control over and assumes no responsibility for the 6DCign assumes full beanng al all supports shown.Shim or wedge if fabrication,handling,shipment and installation or components. G. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by TPIANICA In SCSI,co B.Plass shall be located on beth faces of truss and placed so their center December 27,2016 pies of which will be furnished upon requestlines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E a.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1068(Wok) This design prepared from computer input by PACIFIC LUMBER: Larry M IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TRUSS SPAN 14`- 8.0" 1-2=( 0) 76 2-6=(-30) 561 6-3=(0) 341 LUMBER SPEFIFICATIONS LOAD DURATION INCREASE = 1.15 2-3=(-793) 133 6-9=(-30) 561 TC: 2x4 OF #15BTR SPACED 24.0" O.C. 2-3=(-743) 133 BC: 2x4 DF #1&BTR 3-4=( 0) 76 WEBS: 2x9 DF STANLOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 16.0" LL = 25 POP Ground Snow (Pg) 0'- 0.0" -135/ 787V -77/ 77H 5.50" 1.26 DF ( 625) 14'- 8.0" -135/ 787V 0/ OH 5.50" 1.26 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.013" @ 16'- 2.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 16'- 2.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.051" @ 4'- 1.9" Allowed = 0.495" MAX TC PANEL TL DEFL = 0.112" @ 10'- 6.1" Allowed = 0.743" MAX HORIZ. LL DEFL = 0.005" @ 14'- 2.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 2.5" 7-09 7-04 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, )IM-4x4 12 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 3 ':: in the plane of the truss only. :' , , ,,0:::,) 1'.)ozg ,::',.53.,,ii ,,,,z,,4 OREGON A11.,� 1041 0 1 M-31C4 M-1.5x3 M-3x9 -L]R L EXPIRES:. 12/31/2017 J' 7-04 l 7-04 l l J, l 14-08 1-06 1-06 AsIORRILL ,, WAs 8`ti?, - 11( # „, . 0 JOB NAME : LENNAR 3180-A BAINBRIDGE - F2 Scale: 0.4030 -• '` ; WARNINGS: GENERAL NOTES, unless otherwise noted. m,/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 y r building component Applicability of design parameters and proper r YSc Truss F2 and Warnings before cons uci on commences incorporation of component is the responsibility of the building designer. yd 2 204 compression web bracing must be Installed where shown+ 2.Design assumes the top and bottom chords to be laterally braced at ��,Aa 3 AtltllBonal temporary bracing M Insure stability during construction 7 o c and at tet o c respectively unless braced throughout Meir length by `Q_ ,,t,,5139:,,,,,,• y�c .p ``,�- is the responsibility of the erector.Addkonal permanent bracing o/ continuous sheathing such as plywoodshesthing(TC)andror drywall(BC) ti } ^` DATE: 12/22/2016 the overall structure s the responsibility of the building designer. 3.2K Impact bridging or lateral bracing required where shown++ '41(q/} �T ??}" 4 No load should be applied to any component unit sear all bracing and 4 Installation of truss is the responsibility of the respective contractor -Ol\�� SEQ.: K2699538 fasteners are complete and atnafineshould any loads greater than s.DeaignaaenmeewaaeaaretabeueednanonomoeNeenyuanmem i\ and arefor dry condM1'on of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes lull beadng at all supports shown.Shim or wedge if 5.CompuTNS has no control over and assumes no responsibility for the necessary. December 27,2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of buss,and placed so their center TPIMIICA In BCBI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see al 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-1968(MiTek) 2 This design prepared from computer input by JP LUMBER SPECIATIONS TC: 2x4 DF ICBTA 19-08-00 GIRDER SUPPORTING 35-09-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • FIC HC: 2x6 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8556) 1896 1- 6=(-1630) 7498 6- 2=( -528) 2530 WEBS: 2x4 DF STAND; 2- 3=(-6030) 1368 6- 7=(-1608) 7350 2- 7=(-2908) 564 2x6 DF #2 A LOADING 3- 9=(-6030) 1368 7- 8=(-1608) 7350 7- 3- (-1158 LL = 25 PSF Ground Snow (Pg) 4- 5=(-8558) 1896 8- 5=(-1630) 7448 7- 4=(-2908) 5140 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.O)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 14'- 8.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 921.9)+DL( 306,9)= 728.8 PLF 0'- 0.0" TO 14'- 8.0" V 4- 8=( -528) 2530 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX REACTIONSHORZ BRG REQUIRED BRG AREA �' ( 2 ) complete trusses required. REQUIREMENTS OF IHC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -1291/ 5813V -63/ 63HES 5.50" 9.30 DF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR ODPSF LIVE LOAD. TOP 14'- 8.0" -1291/ 5814V 0/ OH 5.50" 9.30 OF ( 625) "" 9" oc 1171 n 1 rows) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. .. 6" oc in 2 row(:) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=4/290, TL=L/180 MAX LL DEFL = -0.071" @ 7'- 4.0" Allowed = 0.688" MAX TL CREEP DEFL = -0.167" @ 7'- 4.0" Allowed = 0.917" MAX HORIZ. LL DEFL = 0.023" @ 14'- 2.5" 7-09 MAX HORIZ. TL DEFL = 0.039" @ 14'- 2.5" f7-09 f COND. 3: 1500.00 LBS SEISMIC LOAD. 4-03 3-01 3-01 Tf9-03 SHEARWALL 0.00 to 14.67 12 6.00 1::'" M-5x6 12 NOTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER Q 6.00 3 Design conforms to main windforce-resisting 11111111111 � system and components and cladding criteria. m� Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.H, MWFRS)Dor), load duration factor=1.6, M-3x8 Truss designed for wind loads M-3X8 in the plane of the truss .. ,( ,'ik -lir D ,..Q----, , GINS �iil ,�0 M-5x10 t- M-5x10 Q 89200PE 9� M d m =a m o M-3x8 M-7x10 M-3x8 aoREGoN 4, 5 0 '-#::', / l y le c y 4-01-04 3-02-12 3-02-12 y 4-01-04 y EXPIREs7=- 1 /31� 17 19-08 y JOB NAME : LENNAR 3180-A BAINBRIDGE - FGIRD 4w�s Scale: 0.9942 • / • '• .� . WARNINGS: GENERAL NOTES, unless otherwise noted: t p5c. .° Truss: FGIRD1Bunaerand erection ceritrea°ranawdbeaamaoaorall GenemlNotes uponThutdesign sbased ontyme `fig, .. • and Warnings before construction commences. building parameters shown and is far an Individual 2.2x4 compression web bracing 9wmpo co Applicability of design paotthss and proper must be installed where shown incorporation of components the responsibility of the building designer. 3.Additional temporary bracing to Insure stab lily during construction 2 Design assumes the top and bottom chords to be laterally braced at a>D / � s the responsibility of the erector.Additional Pennanen!bracing of 2 o c and at 10'e.c respectively unless braced throughout their length by • '� 51398 ,' .40 DATE: 12/22/2016 the overall structure la the responsibility°r the building deagner ooninuous sheathing such as plywood sheatnng(TC)and/or drywall(BC) /-a f SEQ.: K2699539 4.No load should be applied to any component until after all bracingand ' 28 Impact bridging truss Is lateral bracing required respective contractor. o to �(�Cp fasteners are complete and at no time�mould anyloads than 4.Installation as of base Is the responsibility of the respective coenaaor a3 131 TRANS IDgreater than s Deagnassumestrussesaretobeuseamanon-corroaveenvronment. (ry r �j LINK design loads be applied to any component. and are for"dry cr ttb n"of use. A tQNf��La 5.CompuTrus has no control over and assumes no responstMllty for the 8 Design gssaassumes full bearing at all supports shown Shim or wedge f ON • AL handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by Design assumes adequate drainage W provides. TPIANTCA in BCSI,copiesB.Plates shall be located on both faces of buss,and placed so their center December 27,2016 of which wilt be Burnished upon request lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER: Larry M TRUSS SPAN 15'— 11.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) LUMBER SPECIFICATIONS LOAD DUSPAIEN I2CR0ASE 0 1.15 Design conforms to main windforce—resisting TC: 2x9 DF #1&BTA SPACED 24.0" O.C. system and components and cladding criteria. BC: 2x9 DF #1&BTR LOADING Wind: 140 mph, h=21.2ft, TCCL=9.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"00. UON. BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Drr), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous beariAg wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF INC 2015 AND IAC 2015 NOT BEING MET. Refer to CompuTrus gable end detail fOr complete specifications. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-11-08 7-11-08 '1 12 12 I IM-4x4 Q 6.00 6.00 3 I 414444444%liiiiiiiiiii%iiiiii40‘,„ �c},'© b-: is 8:200('E 4 2 ligW ••e EGON E<C/ o � ia. ~.P FRRIL M-3x9 M-3x4 EXPIRE& 12/31/2017 y 15-11 1-06 Jr Jr 1-06 JOB NAME : CENTAL 3180-A BAINBRIDGE - G1 Scale: 0.9603 f_" �` ;� o. d • GENERAL NOTES, unless otherwise noted. WARNINGS: 1.This des Isbased only upon the parameters shown and s for an individual / 7 and W and erector contractor should be advised of all General Notesbuilding 9^ t Applicability f des ters and proper ( I Truss Gl and Warnings before construction commences gcompof cn. the nepa b bracing must be installed where shown+ Design rassu a component la therespo rds tN of the building tleagner. a 2 204 compression wa g 2 Design assumes the top antl bottom chortle 10 be laterally braced at 111' ..A 5139+ t 3 Adtltlonal Temporary bracing to insure stab lily during construction T o c.and at 10 o.c.respeclveN unless braced throughout their length by ` yq Q s the respons bllky of the erector.Adtl t on&permanent bracing o/ continuous sheathing such as plywood sheathing(TC)and/or drywaRBC). . _. 1.t � DATE: 12/22/2016 the overall structure is the responsibility of the building designer 3 2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4 Installation of Inas is the responsb Iky of the respective contractor. x�*)A' ... SEQ. : K2699540 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be usetln a non-corrosive environment1`VIt1 and are for dry condition"of use TRANS ID: LINK design loads be applied to any component. 5.Design assumes fullbeadng at ail supports shown Shim or wedge if 5 CompuTrus has no control over and assumes no responsibility for the , necessary. • fabrication.handling,shipment and installation of components. 7.Oesign assumes adequate drainage Is provided. December 27,2016 6.This design is/umished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIVVTCA in SCSI,copies of which will be furnished upon request. lines coincide wkh joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see EBR-1317,ESR-198e(MiTek) I This design prepared from computer input by E LPACIFIC LUMBER: Larry M TL UMBER 2x4SPDCIF FICICATRTIONS TRUSS SPAN 15'- 11.0" BC: 2x9 DF #1&BTA LOAD DURATION INCREASE = 1.15 IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg= 8=)--37)1.00 418 WEBS:: 2x9 DF STAND SPACED 24.0" O.C. 2- 3=( 6) 59 8- 6=(-199) 831 8- 2- 4=(-1755) 259 8- 6=(-199) 831 8- 5=( -37) 418 TC LATERAL SUPPORT <= LOADING 3- 5=) -755) 170 8- 5=(-299) 203 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 4- 6=( -755) 170 BC LATERAL SUPPORT <= 12"OC. UON. 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1006) 258 OVERHANGS: 18.0" 18.0" TOTAL LOAD= 92.0 PST 6- 7=( 0) 76 LL = 25 PSF Ground Snow (Pct) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -142/ 890V -83/ 8OH 5.50" 1.39 DF ( 625) REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 15'- 11.0•' -142/ 890V 0/ OH 5.50" 1.39 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.021" @ 7'- 11.5" Allowed = 0.750" MAX TL CREEP DEFL = -0.048" @ 7'- 11.5" Allowed = 1.000" MAX LL DEFL = 0.013" @ 17'- 5.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 17'- 5.0" Allowed = 0.200" 7-11-08 7-11-08 MAX HORIZ. LL DEFL = 0.010" @ 15'- 5.5" TMAX HORIZ. TL DEFL = 0.016" @ 15'- 5.5" 4-02-02 3-09-06 3-09-06 f fq_0�_02 Design conforms to main windforce-resisting 12 f ,r system and components and cladding criteria. 6.00 TIM-9x9 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, METERS(Dir), 9.0" load duration factor=1.6, q 'Q: Truss designed for wind loads in the plane of the trus /'{ tD :``-- QQ© >�GINE .r �' M-1.5x3 M-1.5x3 Wi_. 1.-in OREGONlU 1 � B M-3x4 �` �Q. 4 �. ... pts M-3x8 M-3x9 7 0 �ri R I I_\--�. 7-11-08 y EXPIRES:_ 12/31/2017 y y 7-11-08 1-06 15-11 y y 1-06 .05L.& JOB NAME : LENNAR 3180-A BAINBRIDGE - G2 'O Q'was '1 Scale: 0.3603 LI®rip '/_ WARNINGS: GENERAL NOTES, .4/,;',..,..: � 1.Builder and erection contractor should be advised of all General Notes unless otherwise parameters noted: --I ret' le Truss: G2 and Warnings before construction commences This design Is based only upon the shown and Is Loran individual 2.2z4 compression web bracing must be installed where shown 4. building component Applicability of design parameters and proper incorporation of component is the responsibility of building designer 3.Additions/temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /' ( DATE: 12/22/2016 Is theresponsbittyofiheerectorAtldltlonalpermanentbratngof 2.ocandat1nocrespectveryunlessbracedthroughouttheirlengthby h .7 134, 4? the overall structures the responsibility of the building designer pg rhgingior such as ting re vire where hee slows 4 tlrywall(BC). f[ e ,(fs SEQ. : 012699541 4.Nalaaaanawdbeappliedtoanyaom3.2x continuous sheathorlatetespolywooduCdwhereshawn++ 'G1ycy p Y component until after all bracing and 4.Installation o/truss Is the responsibility of the respective contractor. 4..4'.F fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, G. TRANS ID: LINK design loads be applied Deny component. and are far dry condition"of use. �© 18i� � 5.Compulrus has no control over end assumes no responsibility for the B Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. 6.ThB design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPINVTCA in BC51,copies of which will be furnished upon request8.seesail be hjoin on beth(aces at truss,and placed m their center December 27,2016 p . Tines coincide with joint center linea. Software 7.6.8(1 L)-E MiTek USA,Inc./CompuTrus 9.Digits Indicate size of plate in inches. 10 For bass connector plate design values see ESR-1311,ESR-19813(MRek) This design prepared from computer input by JP 15-11-00 GIRDER SUPPORTING 35-09-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9456) 2094 1- 6=(-1806) 8246 6- 2=( -586) 2804 TO: 2x6 DF#1&BTR 2- 3=(-6610) 1500 6- 7=(-1784) 8144 2- 7=(-2708) 640 BC: 2x4 OF SS LOADING 3- 4=(-6610) 1500 7- 8=(-1784) 8144 7- 3=(-1272) 5642 WEBS: 2x6 DF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-9456) 2094 8- 5=(-1806) 8246 7- 4=(-2708) 640 TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 15'- 11.0" V 2x6 DF #2 A 4- 8=( -586) 2804 TC LATERAL SUPPORT <= 12"OC. TON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 15'- 11.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J'i-- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -1402/ 6309V -69/ 69H 5.50" 10.09 DF ( 625) 15'- 11.0" -1902/ 6309V 0/ OH 5.50" 10.09 DF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I XXVER�/�/ 9" oc in 1 row(s) throughout 2x9 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, IV5 TICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.085" @ 7'- 11.5" Allowed = 0.750" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.202" @ 7'- 11.5" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.028" @ 15'- 5.5" MAX HORIZ. TL DEFL = 0.047" @ 15'- 5.5" 7-11-08 7-11-08 '1' COND. 3: 1500.00 LBS SEISMIC LOAD. SHEARWALL 0.00 to 15.92 A 3-04-12 A 3-04-12 4-06-12 4-06-12 I 1 f 12 f NOTE: TRUSS DESIGN ESIGNEASSUMES UNIFORM T 12 M-5x6 Q 6.00 6.00 Design conforms to main windforce-resisting 36A. system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j\ (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss snpp11©©L_ M-3x8 4M-3x8-3x8 �Ctei�� S-:f Optos 2 c ``C��,IGINEC .< 444 -57 ' 89200PE r M-5x10 M-5x10 _AltkiI 111 NIIIIIIII II o Gia Illiikhbatl .a OREGON A- i.. a . �/ 6 a 7 8 WMMO5 ,C 1 4 f �} 0 1 M-7x10 M-3x8 /�� pp V M-3x8 `t [?.1:31 •„- y 1 EXPIRES':. 12/31/2017 4-05 y y 3-06-08 y 3-06-08 4-05 y 15-11 , L V WAS 1 ial JOB NAME : LENNAR 3180-A BAINBRIDGE - GGIRD 16 Scale: 0.4275 �1 r'yp WARNINGS: GENERALNOTES, unless otherwise noted: ` > ` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an_AltkiI41 •1 /' building component Applicability of design parameters and proper / c Truss GGIRD and Warnings before cons action commences incorp T of component is the responsibility of the building designer. fit 44, 2 284 compression web bracing must be installed where shown+ 2.Designthe top and bottom chords to be laterally braced at lb. '�1, a 1 B.Additional temporary bracing to Acute stability during construction T o c. d I to o.c respectvery unless braced throughout their length by ^ GIST�� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) V DAT E: 12/22/2016 the overall structure is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown++ • {y • 4 No load should be applied to any component until after all bracing and 4.Installation of truss s the respons blIdy of the respective contractor. �3iI. NAT .! SEQ. : K2699542 fasteners are com leteandatnotmeshouldanyloads greater than 5.Design assumes Wssesare tobeused inanon-corrosive envronment O 3 p and are for dry condition"of use TRANS I D• LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for thenecessary. « fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. dso their center December 27,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of W ss,and pace TPIAA/TCA in SCSI,copies of which will be tarnished upon request. lines coincide with joint center lines. 9.Digs indicate size of plate in innchees. ESR-1988 MRek MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector late deal lues see ESR-t311, ( ) Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. li� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. C2-3 0;1/16 cr 2 2. Truss bracing must be designed by an engineer.For IIiiii wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ % bracing should be considered. 2 U3. Neverstackmaterials exceed theon designinadequately loadingbraced shown and never d trusses. O ~ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�s cs-7 cs-s plates 0- 'i/ BOTTOM CHORDS designer,erection supervisor,property owner and from outside 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 ANSUTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIlrPI 1. software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: i� SYP represents values as published in all respects,equal to or better than that �i Indicated by symbol shown and/or p specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior =, reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. __ Min size shown is for crushing only. MI111111111111111 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Mil19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. SCSI: Building Component Safety Information, !Telco 4 Guide to Good Practice for Handling, M 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSIlTPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 a • Imo MiTeka MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Re: PL17-07 UPPER Telephone 916/676-1900 Fax 916/676-1909 3180 A/E BAINBRIDGE 2-CAR 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: R51740713 thru R51740726 My license renewal date for the state of Oregon is June 30,2019. ‘AGIN - `r/O 87022PE yr N y 'CO-0j, OREGON rP <U/ 960 4113ER 1\ PCO S A. HER* s - 119 • September 18,2017 Hernandez,Marcos 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 ANSI/TPI-1, Chapter 2. Nit MiTeke MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 Re: PL17-07_UPPER 3180 A/E BAINBRIDGE 2-CAR 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: R51740713 thru R51740726 My license renewal date for the state of Washington is January 2,2019. , ONIO4 C)c oV vast-44,k irr 49639STER �va CJ FC,I0). September 18,2017 Hernandez,Marcos 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 ANSIITPI-1, Chapter 2. • ` Job Truss Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR J PL17-07_UPPER F01 FLOOR 3 1 R51740713 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:28:20 2017 Page 1 ID:D7?YEet67PxTKnalk8g6gGyt8XQ-U5JOnXwi_HyRfA97LHLYBfGVOPs_tQo1?tKDB5ycQXf 2-3-0 I 11-3-11 II 1-2-0 II 2-1-5 II 2-6-0 2-6-0 Scale=1:33.9 1.5x3 I I 3x6= 1.5x3 II 3x4 = 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • o . : 17 16 15 14 13 !12 11 3x4 = 3x8 = 3x6= 1.5x3 I I 1.5x3 II 3x8 = 3x4 = I 19-5-8 19-5-8 Plate Offsets(X,Y)-- (6:0-1-8,Edge),(7:0-1-8,Edcte) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.34 Vert(LL) -0.29 14-15 >800 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.45 14-15 >512 360 BOLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.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 No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=709/Mechanical,11=709/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2521/0,3-4=-2521/0,4-5=-3444/0,5-6=3444/0,6-7=-3296/0,7-8=-2688/0,8-9=-2688/0 BOT CHORD 16-17=0/1462,15-16=0/3161,14-15=0/3296,13-14=0/3296,12-13=0/3296,11-12=0/1599 WEBS 2-17=-1592/0,2-16=0/1154,4-16=-698/0,4-15=0/343,6-15=-206/394,9-11=-1717/0,9-12=0/1169,7-12=-781/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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. eco� AG NE<c- `ri0 87022PE 244, -7 omo 14, �a OGo F WAS QtJ3 C1/ ii '4 .� �"0 OREGON tis�4� 1. N Or, MBER _ , ;/ SA HE� P � +,49639,06, Fc s6 4) `''ONALE'•• EXPIRES: 06/30/2019 September 18,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev.10/03/2015 BEFORE USE. III- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not I. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Urns Heights,CA 95610 1 , Job Truss Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR R51740714 PL17-07_UPPER F02 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:28:20 2017 Page 1 ID:D7?YEet67PxTKnalk8g6gGyt8XQ-U5J0nXwl_HyRfA97LH LYBfGU5PrztRx1?tKDB5ycQXf 2-6-0 1-8-0 1 1 1-2-0 I I 1-2-0 1 1 2-0-0I 2-0-0 Scale=1:32.9 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 :.- ': = m Q O 17 16 15 14 13 12 11 3x4 = 3x8 = 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 13-4-0 1 12-2-0 027010-7-0 2i010-7-0 1 5-66-8 8 1 12-2-0 Plate Offsets(X,Y)-- 16:0-1-8,Edge1,F7:0-1-8,Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.27 14-15 >832 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.42 14-15 >534 360 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:84 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 No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 17=688/Mechanical,11=688/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2595/0,3-4=-2595/0,4-5=-3241/0,5-6=-3241/0,6-7=-2810/0,7-8=-2197/0,8-9=-2197/0 BOT CHORD 16-17=0/1544,15-16=0/3132,14-15=0/2810,13-14=0/2810,12-13=0/2810,11-12=0/1277 WEBS 2-17=-1658/0,2-16=0/1128,4-16=-576/0,6-15=-20/614,9-11=-1419/0,9-12=0/1023,7-12=-843/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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. 2 c 87022PE -9r 10rno1 0. •r cv ....4 :0(12., SAT OREGON cy© <v ) - O � �C,�$ gBEHE�\Q� ��4s6 w� • EXPIRES:06/30/2019 September 18,2017 II A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 S Job Truss Truss Type Qty Ply 3180 A/E BAINBRIDGE 2-CAR PL17-07_UPPER F03 FLOOR 1 1 851740715 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc.Mon Sep 18 08:28:21 2017 Page 1 ID:D7?YEet67PxTKnalk8g6gGyt8XQ-ylt0_twNkb41HKkJu?snksohOpGGctzAEX4njXycQXe 0-1-8 H I 2-3-11 1 I 1-2-0 I I 1-2-9 I I 2-6-0 I Scale=1:18.0 1.5x3 II 1.5x3 = 3x4 = 1.5x3 II 3x4= 1.5x3 1 2 3 3x4 = 4 5 8 e NNNN o ®• c o m — m a 0 �,, 1� 10 9 8 7 1.5x3 II 1.5x3 II 3x6= 3x6= 3x4= I 10-5-4 10-5-4 Plate Offsets(X,Y)— 12:0-1-8,Edae1,13:0-1-8,Edge1,112:0-1-8,0-0-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.06 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) -0.10 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:47 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) 11=446/0-5-8,7=451/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-963/0,3-4=-1210/0,4-5=-1210/0 BOT CHORD 10-11=0/963,9-10=0/963,8-9=0/963,7-8=0/902 WEBS 2-11=-1033/0,5-7=-968/0,5-8=0/331,3-8=-2/381 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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. 4)CAUTION,Do not erect truss backwards. �S<coNG P EF,4`S,p ,� 2 87022PE �� zoxro , 4. Gad .f w Rd `p t%)OREGON ci4/ / `s '4.y C\-..j,9F � O rOOMBER1P� � ,,49639 ZtiHE 1C1s''IONALEN46 EXPIRES:06/30/2019 September 18,2017 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. MEM Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the is fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 ' Job Truss Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR R51740716 PL17-07_UPPER F04 FLOOR 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:28:21 2017 Page 1 I D:D7?YEet67PxTKnalk8g6gGyt8XQ-ylt0_twNkb4lHKkJu?snksoeBpBbct3AEX4njXycQXe 2-6-0 I 1-11-12 11 1-2-0 11 1-4-0 11 2-0-0 I 2-0-0 4-H8 Scale=1:33.0 3x6= 3x4= 3x4= 3x4= 3x5= 5 6 7 8 9 10 1 2 3 4 m ® o • .10000000000 • \.tee:./ �y T I....1 16 15 14 13 12 3x4 = 3x8= 3x6= 3x8= 3x6 13-7-12 1-0-1 19-5-12 12-5-12 0-7-0 b-7-0 I 5-10-0 12-5-12 Plate Offsets(X,Y)— 16:0-1-8,Edge),f7:0-1-8,Edge),f18:0-1-8,0-0-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in floc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.31 14-15 >757 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.48 14-15 >486 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.07 11 n/a n/a Weight:87 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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 No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=703/0-5-8,17=707/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2697/0,3-4=-2697/0,4-5=-3449/0,5-6=-3449/0,6-7=-2993/0,7-8=-2302/0,8-9=-2302/0 BOT CHORD 16-17=0/1595,15-16=0/3283,14-15=0/2993,13-14=0/2993,12-13=0/2993,11-12=0/1351 WEBS 2-17=-1712/0,2-16=0/1183,4-16=-629/0,6-15=42/644,9-11=-1489/0,9-12=0/1057,7-12=-904/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)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. 4)CAUTION,Do not erect truss backwards. ,�(�EO PR opeS0 �Co NGINEFi4 /o2 cc 87022PE v� o4wi 0#,„. ° .o -may �'i, OREGON cls 4N ;3 � Q � �, 4969� C� MB ER � !..'..; SSIONALO EXPIRES: 06/30/2019 September 18,2017 I . ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Budding Component 77 77777 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 T Job Truss Truss Type Qty Ply 3180 A/E BAINBRIDGE 2-CAR PL17-07_UPPER F05 FLOOR 9 1 R51740717 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:28:22 2017 Page 1 ID:D7?YEet67PxTKnalk8g6gGyt8XQ-Q URm BDx?VuD9uUJ VSiNOG4LuQDgYLOWTBpKFzycQXd I 1-11-8 I 2-6-0 I Q-1- B 1 1.5x3 II 2 3x4= 3 1.5x3 I I Scale=1:9.4 1111 w w III T , ■ 6 m , = .■ 1.5x3= kli5 MA\- 3x4= 3x6= I 4-10-0 Plate Offsets(X,Y)— 16:0-1-8,0-0-01 4-10-0 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(TL) -0.07 4-5 >786 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:22 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=199/0-5-8,5=204/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 4-5=0/264 WEBS 2-4=-277/0,2-5=-295/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)CAUTION,Do not erect truss backwards. ��WEO PR PRO � �NGINF74 �o ' 87022PE 49 �� NzONIO C./. ovv •,. ca cv 7 4>, OREGON c OWN � % N M8ER 1\ 47 'PCO`S A. HE R\4 X11, ,,,49639 ,c:;,� . �, LISTER ' 'SIONALti"" EXPIRES:06/30/2019 September 18,2017 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. MN= mn Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 r Job7-07_UPPER Truss Truss Type Qty Ply 1 3180 A E BAINBRIDGE 2-CAR 851740718 PL1F06 FLOOR 6 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc.Mon Sep 18 08:28:22 2017 Page 1 ID:D7?YEet67PxTKnalk8g6gGyt8XQ-QU Rm BDx?VuD9uUJ VSiNOG4LrbDY7LKEKTBpKFzycQXd 0-1-8 H 1 2-3-0 1 1 1-5-3 11 1-2-0 11 2-2-13 11 2-6-0 2-E-0 Scale=1:33.6 3x6= 3x4= 3x4= 3x4 = 3x6= 5 6 7 8 9 10 1 2 3 4 0 0 _ \ • 0 16 15 14 13 12 1% 3x6 = 3x8= 3x6 = 3x8= 3x4= 19-10-0 II 19-10-0 Plate Offsets(X,Y)— f6:0-1-8,Edae1,f7:0-1-8,Edoel,f18:0-1-8,0-0-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.31 14-15 >763 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.48 14-15 >488 360 BCLL 0.0 Rep Stress lncr YES WB 0.26 Horz(TL) 0.07 11 n/a n/a Weight:88 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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 No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=716/0-5-8,11=720/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2598/0,3-4=-2598/0,4-5=-3553/0,5-6=-3553/0,6-7=-3405/0,7-8=-2748/0,8-9=2748/0 BOT CHORD 16-17=0/1521,15-16=0/3253,14-15=0/3405,13-14=0/3405,12-13=0/3405,11-12=0/1628 WEBS 2-17=-1646/0,2-16=0/1173,4-16=-714/0,4-15=0/351,6-15=-222/401,9-11=-1747/0,9-12=0/1202,7-12=-827/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. -<<-' FR Op 4-6' c.. ANG I NE. ..R /02 44,cc 87022PE 9f a o4o'r�k'l' cn Cy C%i, OREGON tic �N i �� FMBER \� �O � � ' 0 �P p, 49639 4 - A. Hev- yk -GrsT �. �SS• IONALr. EXPIRES:06/30/2019 • September 18,2017 tM 1 EM a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tat Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek'design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPIl Quality Criteria,DSB-89 and BCSI Building Component 77775 109 Greenback Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suras Heights,CA 95610 e. Job Truss Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR PL17-07_UPPER F07 FLOOR 7 1 R51740719 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:28:23 2017 Page 1 I D:D7?YEet67PxTKnalk8g6gGyt8XQ-ug?BPZydGCLOWeuiOQuFpHu?Arlt W4ogTirZtoQycQXc 2-6-0 I I 1-9-4 I I 1-2-0 I I 1-2-0 I I 2-0-0 1 2-0.0 1 Scale=1:33.1 1.5x3 II 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4= 3x4 = 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 _ 5 6 7 8 9 10 o z 1 16 15 14 13 12 11 3x4 = 3x8= 3x6 = 1.5x3 I I 1.5x3 II 3x8 = 3x4 = I 12-3-4 13-5-4 1 -1 18-11-12 Plate Offsets(X,Y)— 16:0-1-8,EdgeL(7:0-1-8,Edge1 2-3-4 7-0 0-7-0 I 5.5-8 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.28 14-15 >815 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.43 14-15 >523 360 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=691/0-1-8,11=691/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2615/0,3-4=-2615/0,4-5=-3282/0,5-6=3282/0,6-7=-2836/0,7-8=-2212/0,8-9=-2212/0 BOT CHORD 16-17=0/1554,15-16=0/3161,14-15=0/2836,13-14=0/2836,12-13=0/2836,11-12=0/1284 WEBS 2-17=-1668/0,2-16=0/1139,4-16=-586/0,6-15=-21/627,9-11=-1427/0,9-12=0/1031,7-12=-857/0 NOTES- 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)17. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <0�Ep P R OFFss c-N �NGI NEFR �0 2 87022PE 9� o�NIO , moi . d • yN cV tri SAT OREGON tip <N %� t" ��SMBER 1\�- �0 49639 A. HER •0 .4, sT ' 'at w `WONAL V,146 EXPIRES: 06/30/2019 September 18,2017 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. nAA Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 iie Job Truss Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR R51740720 PLt7-07_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc.Mon Sep 18 08:28:23 2017 Page 1 ID:D7?YEet67PxTKnalk8g6gGytBXQ-ug?SPZydGCLOWeuiOQuFpHuOpdzf4gDTirZtoQycQXc I 2-6-0 I 2-4-5 I I 1-1-0 I I 0-9-3 Scale=1:13.7 1.5x3 II 1.5x3 II 1.5x3 — 2 3x4= 3 4 3x4— 5 1 \:m z ° e o 0 8 7 6 9 3x4= 1.5x3 i I 304 = 3x4= 4-11-13 511 5-7-13 I 6-2-5 i 7-2-8 I 4-11-13 0-1-8 0-6-8 0-6-8 1-0-3 Plate Offsets(X,Y)-- 14:0-1-8,Edcel,f8:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.06 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.34 Vert(TL) -0.14 8-9 >598 360 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 6 n/a n/a Weight:33 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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 No.1&Btr(flat) SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=311/Mechanical,6=311/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-409/0,3-4=-409/0 BOT CHORD 8-9=0/545,7-8=0/409,6-7=0/409 WEBS 2-9=-585/0,4-6=-614/0 NOTES- 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)6. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �``�cp P R OpFss c.. F.NGINEF•T /02 44, 87022PE 444 9f �• Tw rA 11'41, N �^' �N 'y A OREGON tiN�� I 4 O �'18ER 9 OSA HE� P ��c s6 `' ,sS1ONALt EXPIRES: 06/30/2019 September 18,2017 t .....^ t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 777 7777 7 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 l Job Truss Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR PL17-07_UPPER F09 FLOOR 851740721 11 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:28:24 2017 Page 1 ID:D7?YEet67PxTKnalk8g6gGyt8XQ-MtYWcvzG1 WTt8oTua7PULVQAmODXpFrcwVIRKsycQXb 2-6-0 I 1 1-9-8 11 1-2-0 1 I 1-4-0 I I 2-0.0 I 2-0-0 9-11{6 Scale=1:32.7 3x6= 3x4= 3x4 = 3x4= 1 2 3 4 3x5 = 5 6 7 8 9 /�� w.l® 0 10 m 7 I I I "I 1 I I W _ .1 - e e 18sl e 1 3x4= 16 15 14 13 12 3x8= 3x6 = 3x8= 3x6= I 19-3-8 Plate Offsets(X,Y)-- f6:0-1-8,Edaej,17:0-1-8,Edgef,f18:0-1-8,0-0-0j 19-3-8 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.29 14-15 >786 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.45 14-15 >504 360 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=696/0-5-8,17=700/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2662/0,3-4=-2662/0,4-5=-3375/0,5-6=3375/0,6-7=-2944/0,7-8=-2275/0,8-9=-2275/0 BOT CHORD 16-17=0/1577,15-16=0/3231,14-15=0/2944,13-14=0/2944,12-13=0/2944,11-12=0/1336 WEBS 2-17=-1693/0,2-16=0/1164,4-16=-611/0,6-15=-39/620,9-11=-1473/0,9-12=0/1043,7-12=-878/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ��Eo P R°Fess c,. ANGINEF/9 �0 87022PE of 01ONIO ACO, ov W 7 4>, OREGON (yam O& ) �' 0 MBER 1\ 4 / OS A. HO; . . ��49639� w7 • 44) 146 EXPIRES: 06/30/2019 • September 18,2017 , AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/47473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 I Job Truss Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR R51740722 3 1 PL17-07_UPPER F10 FLOOR Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:28:24 2017 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:D7?YEet67PxTKnalk8g6gGyt8XQ-MtYWcvzG1N/TtBoTua7PULVQDYOMQpIgcwVIRKsycQXb I 2-6-0 I 1-0-5 I I110 I I 093 I Scale=1:11.3 11.5x3 II 2 3x4= 3 1.5x3 II 4 3x4= 51.5x3 II — NNNN—, m ro 1.5x3 II 8 7 6 9 3x4= A 3x4= 3x4= I 3-7-13 9- 4-3-13 I 4-10-5 I 5-10-8 3-7-13 d-1-8 0-6-8 0-6-8 1-0-3 Plate Offsets(X,Y)— f4:0-1-8,Edge1,f8:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(TL) -0.05 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 6 n/a n/a Weight:28 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=253/Mechanical,6=253/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-281/0,3-4=-281/0 BOT CHORD 8-9=0/394,7-8=0/281,6-7=0/281 WEBS 2-9=-423/0,4-6=-423/0 NOTES- 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)6. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '<<'c.„,cO PROk-4„ ,NGINEe-rO /02 ONIO 87022PE 9r C1 ill -57 �A), OREGON cy-oiv C� •MBER 1 b OS A. HE��P ° �4b s639 T w S+SIONAL0-1 EXPIRES: 06/30/2019 September 18,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component e 1 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 8 Job Truss Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR PL17-07_UPPER F11 FLOOR 1 1 R51740723 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:28:25 2017 Page 1 I D:D7?YEet67PxTKnalk8g6gGyt8XQ-g36vgFzuopbkmx247rxjuizMsQarYh_m992_s IycQXa 0-1-8 Hi 2-3-0 I 1-5-3 1 1 1-2-0 1 1 2-1-9 11 2-6-0 I 2-6-0 Scale=1:33.4 3x6= 3x4= 3x4= 3x4= 3x6= 1 2 3 4 5 6 7 8 e ® 9 10 — � rot O O 16 15 14 13 12 11 3x6 = 3x8= 3x6— 3x8= 3x4= I 19-8-12 19-8-12 I Plate Offsets(X,Y)-- f6:0-1-8,Edge),f7:0-1-8,Edgef,f18:0-1-8,0-0-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.30 14-15 >773 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.47 14-15 >494 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 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 No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=712/0-5-8,11=717/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2580/0,3-4=-2580/0,45=-3518/0,5-6=3518/0,6-7=-3361/0,7-8=-2726/0,8-9=-2726/0 BOT CHORD 16-17=0/1512,15-16=0/3227,14-15=0/3361,13-14=0/3361,12-13=0/3361,11-12=0/1618 WEBS 2-17=-1637/0,2-16=0/1163,4-16=-705/0,4-15=0/344,6-15=211/405,9-11=1737/0,9-12=0/1189,7-12=-808/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ��EO P R Ores c) �NGINFR -/ 444'- 87022PE 9� zoNlo 0$ of WA 4i y �'� OREGON el, <7 N SCI BER 1\ PCO ,,a 4';/ ,, S A. HO; . 44.c s6. ' ' SSIOIYALti-AO' EXPIRES: 06/30/2019 t September 18,2017 / WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ...... Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ° a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek° fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 4 Job Truss Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR R51740724 PL17-07_UPPER F12 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc.Mon Sep 18 08:28:25 2017 Page 1 I D:D7?YEet67PxTKnalk8g6gGyt8XQ-q36vgFzuopbkmx247rxjuizN?QeDYhwm992_slycQXa 0-1-8 2-3-15 1-2-0 1-2-5 2-6-0 H I I I I Scale=1:18.0 1.5x3 II 1.5x3 3x4= 1.5x3 I 1.5x3 =" 3x4 = 3 3x4 = 4 5 6 1 2 e O O — � m m 7 o o ° 1 - 10 8 1.5x3 II1.5x3 II 3x6= 3x4%=-IF 3x6= 10-5-4 I 10-5-4 Plate Offsets(X,Y)-- 12:0-1-8,Edael.13:0-1-8,Eduel,112:0-1-8,0-0-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (IOC) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) 0.06 8-9 >999 480 MT20 2201195=30x TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) 0.10 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.27 Horz(TL) 0.01 7 n/a n/a Weight:47 Ib FT=0 ,0%E BCDL 5.0 Code IBC2012ITPI2007 (Matrix) 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) 11=446/0-5-8,7=451/0-2-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-967/0,3-4=-1210/0,4-5=-1210/0 BOT CHORD 10-11=0/967,9-10=0/967,8-9=0/967,7-8=0/902 WEBS 2-11=-1036/0,5-7=-968/0,5-8=0/331,3-8=-4/379 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 3)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. 4)CAUTION,Do not erect truss backwards. ��\kV PR opFss �� 87022PE co 7/....., r � �% w ,' ►r • y �A>, OREGON ti, J Cl MBER . OS A. HE��P 110 v. .+4 r 3:g ,,,k?-41' sStONALV' EXPIRES:06/30/2019 September 18,2017 1mom 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Int Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall iVliTek` building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. uiteCitrusHeights,CA 95610 r Job Truss Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR PLI7-07_UPPER F13 FLOOR R51740725 4 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.840 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:2826 2017 Page 1 ID:D7?YEet67PxTKnalk8g6gGyt8X0-IFgH 1 a_WZ7jbN5dGhYSyRwwt dgzFH85vOpnYPky0QXZ 0-1-8 H I 2315 I I 1-2-0 I I 1-3-13 zso II I Scale=1:18.2 ii.5x3 II 1x3 = 3x4 = 1.5x3 II 3x4 = 1.5x3 11 2 3 3x4 = 4 ® ® 5 6 ° m m h2 m m o e Rr o ° e 10 1 B 1.5x3 II 1.5x3 II 3x6_ 3x6= 3x4= I 10-6-12 Plate Offsets(X,Y)— (2:0-1-8,Edgel,13:0-1-8,Edge(,(12:0-1-8,0-0-0( 10-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. n (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0.07 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.41 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 48 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=451/0-5-8,7=456/0-3-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=985/0,3-4=-1240/0,4-5=-1240/0 BOT CHORD 10-11=0/985,9-10=0/985,8-9=0/985,7-8=0/916 WEBS 2-11=-1056/0,5-7=-983/0,5-8=0/348,3-8=-6/383 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)CAUTION,Do not erect truss backwards. PR Ok- �� ENGINE -, w� 87022PE �r ZONIO G. . .".1,E:-aj�OOREGON 15::(f),41// �� 40 / N MQER 1� '�`'/ S A. HER � G 6��'' � • Ss 'ONN/ALE' PIRES: 06/30/20 September 18,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �� i Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 iii 4 Truss Type Qty Ply 3180 NE BAINBRIDGE 2-CAR Job Truss R51740726 1 1 PL17-07_UPPER F20 FLOOR GIRDERJob Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:28:26 2017 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:D7?YEet67PxTKnalk8g6gGyt8XQ-IFgH1 a_WZ7jbN5dGhYSyRwN2Vq?FHAPv0pnYPkycQXZ 0-1-8 2-2-7 I I 1-2-0 1 1 1-0-13 1 1 2-6-0 H 1 Scale=1:17.6 3x4 I I 3x4= 3x4 3x5= 3x4= 1.5x3 I 2 3 3x4= 4 S e e • e e O m m 0 .- 1 2- o _ _ e ® 0- 10 9 1.5x3 I I 1.5x3 I I 83x6= 3x6— 3x10= 10-5-4 I 10-5-4 Plate Offsets(X,Y)-- 11:Edge,0-1-81,12:0-1-8,Edgel,13:0-1-8,Eduej,112:0-1-8,0-1-51 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 7 n/a n/a Weight:49 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF Stud/Std(flat) & BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stutd(flt REACTIONS. (lb/size) 7=278/0-5-8,11=275/0-5-8 Max Horz 11=-9(LC 5) Max Uplift7=-87(LC 7),11=-88(LC 6) Max Gray 7=335(LC 2),11=332(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-345/344,2-3=-586/0,3-4=-750/35,4-5=-867/191,5-6=-377/377 BOT CHORD 10-11=-282/778,9-10=0/586,8-9=-159/686,7-8=269/738 WEBS 2-11=-860/335,5-7=793/291,5-8=-318/446,3-8=-333/488 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 lb uplift at joint 7 and 88 lb uplift at joint 11. 3)This truss has been designed for a total drag load of 1500 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-5-4 for 143.7 plf. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. •<<- on PR OFFS, �� NGINEF,4 s/O� �ySONIO ift �� 87022PE 9r a5 `vwAs44,. ;- U) N N zi � N L:ONAti'0OREGON ct) 4 ; r j47 40 a�On BER \\ � S A. Hei)`�QQtc � � , s S EXPIRES:06/30/2019 September 18,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Budding Component 7777 7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Heights,CA 95610 Symbols Numbering System A General Safety PLATE LOCATION AND ORIENTATION Notes 1 3/4' Center plate on joint unless x,y 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property WM offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Ir446, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-116" Cl.2 02.3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves �_�� .. Et 0 may require bracing,or alternative Tor I p bracing should be considered. 2 ■ 02 7..(c. 3. Never exceed the design loading shown and never ill Oa poi Ud stack materials on inadequately braced trusses. For 4 x 2 orientation,locate p 4. Provide copies of this truss design to the building ~ designer,erectionsupervisor,property owner and plates 0- 1/1/' BOTTOM CHORDS o from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6 joint and embed fully.KnotsPlace plates on each facefand 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 *Plate location details available in MiTek 20/20 the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.Camber is a non-structural consideration and is the fabricator. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camberresponsibility loruss adad deflection.General practice is to for the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and "-'4" Indicated by symbol shown and/or in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the spec by text in the bracing section of the truss unless otherwise shown. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. Lumber design values are in accordance with ANSI/TPI 1 spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. II 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior =' reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINN g 18,Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, i�� Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 4 HC HORN CONSULTING ENGINEERS LLC Structural Calculations: i x� •:,; 1 Project: LEN_17_151 0.f.„,9°�� NOV 7 27 ow.E. Date: 10/24/17 °_ � �° Ove�,E��E�=u Date 20171014 Project: New House: CITY,-p,1 Bainbridge American 3180A GR Madeline Heights LoW6131 '; `' 11,846 0700�`v6 Subject Sheet#'s Lateral Loads L1 — L7 Framing Fl — F3 Deck Framing DF1 Guardrail GR— 1 Footing FTG— 1 PRO /// \GIN ' -319P: 0' GO v4N 12 19gc5 040,0• J N0.R‘ Expires: 6-30-19 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Horn Consulting Engineers shall have no liability(expressed,or implied),with respect to the means and methods of construction workmanship or the actual materials used in construction. Horn Consulting Engineers shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active,passive,or imputed negligence) or otherwise,for loss or use,revenue or profit,or for any other incidental or consequential damage. CAPITAL. PLAZA SUITE 135 9320 SW BARBUR BLVD, • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE®HORNCE.COM L1 Hc_ E HORN CONSULTING ENGINEERS LLC New House: LEN-17-151 BAINBRIDGE 3180A GR Madeline Heights Lot 15 Code Basis of Design: 2015 I.B.C. and 2015 I.R.C.with State Amendments Wind Loading: Per ASCE 7 Fig 28.6-1 See attached elevations for wind loading breakdown per level. 135mph 3-sec gust Exp B. The mean roof height of the house h =24' approximately. .. �, .- J G / � .a1 000F ' ,Ado'', .e...-.... 4. "....--_,-,--:.------ „idle'1 �- � V% 0000 Case A ' - -'�. 44r Case B a= .10''40' =4.0' or for h =24' a= .4(h)= .4(24')= 9.6' a must be larger than .04(40')= 1.6' or 3' a=4.0' controls Therefore: 2a=8' see Fig 28.6-1 ASCE 7, and Figure above. CAIITAI. PLAZA SUITE 135 9320 SW 13:\RBI.R BI.VD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE a 11)RNCE.COM Hc c i HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per I.R.C. Sos= .83, R=6.5, W=weight of structure V= [1.2Sos/(Rx1.4)]W V= .109W Roof Dead load = 15 psf Exterior Wall Dead load = 12 psf Interior Wall Dead load = 8 psf Floor Dead load= 12 psf Seismic in front to back: Wr=[.109(40')(15+6+4)] = 109plf < 148.9plf therefore, wind governs. W2 = [.109 (40')(12+12+8)j + [.109 (20')(15+6+4)] + 109= 303p1f < 317.2plf therefore, wind governs. W1 =[.109 (35')(12+12+8)] + 303 = 425.1pff < 467.8plf therefore, wind governs. Seismic in side to side: Wr= [.109(40')(15+6+4)j = 109plf < 149.8plf therefore, wind governs. W2= [.109 (40')(12+12+8)j + 109= 248.5plf < 323.5plf therefore, wind governs. W1 = [.109 (40')(12+12+8)j +248.5= 388.0plf < 462.3plf therefore, wind governs. Redundancy Factor= 1.0 per ASCE?section 12.3.4.2 CAPITAL PLAZA SUITE 135 9320 SW BARBLR BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE{t7HORNcErco t L3 C E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Right Wall Line Back Wall Line @ Bump Out P =(0.1489) klf x 20' = 3.0k P = (0.1498) klf x 2.5' =0.4k V= P1(27.5)' = 108pIf Type AWall V= P/(11)' = 34p1f Type A Wall Mot= 11.3kft Mot= 1.5kft Mr= 11.8kft No HD Req'd Mr= 3.1kft No HD Req'd Left Wall Line Back Wall Line P = (0.1489) klf x 20' = 3.0k P = (0.1498) klf x 21.5' = 3.2k V= P/(33.75)' = 88plf Type A Wall V= P/(6.75)' =477plf Type B Wall Mot=4.1 kft Mot= 25.8kft Mr= 3.3kft Mr= 6.8kft T=0.1k No HD Req'd T= 2.8k Type 8 HD Front Wall Line P = (0.1498) klf x 20.5' = 3.1k V= P/(20)' = 154p1f Type A Wall Mot=4.9kft Mr= 2.0kft T= 0.7k Type 7 HD CAPITAL PLAZA SLITF. 135 9320 SW BARBER BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@IIORNCE_COM L4 H- E HORN CONSULTING ENGINEERS LLC 2"d Floor Diaphragm: Right Wall Line Back Wall Line @ Bump Out P =(0.1683)(20')+3.0k=6.4k P = (0.1737) klf x 2.5' +0.4k=0.8k V= P/(56)' = 114plf Type A Wall V= P/(3)' = 278p1f Type A Wall Mot= 57.3kft Mot = 7.5kft Mr= 163.6kft No HD Req'd Mr= 1.3kft T= 2.1 k Type 8 HD Above Left Wall Line Type 1 HD Below P = (0.1683) klf x 20' + 3.0k= 6.4k V= P/(33.5)' = 190plf Type A Wall Back Wall Line Mot=27.4kft P = (0.1737) klf x 19.25' + 3.2k = 6.6k Mr= 21.2kft V= P/(9.75)' =671 plf Type J Wall T= 0.4k No HD Req'd Note: No 3x Sill Req'd w/DBL A.B.'s Mot=27.2kft Mr= 2.7kft T=5.4k +0.7k=6.1k Type 10 HD Above Type 4 HD Below Wall Line @ Back of Garage P = (0.1737)(22.25)+(0.157)(8.5') + 3.1k= 8.3k V= P/(19.25)' =431 plf Type B Wall Mot= 35.9kft Mr= 10.3kft T=2.8k + 0.7k = 3.5k Type 8 HD Above Type 1 HD Below Check Sill Plate P = (0.109)(20.5')+(0.1395)(30.75') =6.5k/ 19.25' = 339plf No 3x Sill Req'd Front Wall Line P= (0.157) klf x 11.5' = 1.8k V= P/(14.5)' = 125plf Type A Wall Mot = 2.0kft Mr=0.9kft T=0.5k Type 1 HD CAPITAL PLAZA SUITE 135 9320 SW BARBUA BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCF..COD{ • Main Floor HORNDiaphragm: CONSULTING E ENGINEERS LLC Right Wall Line Back Wall Line @ Bump Out P = (0.1506)(204+6.4k=9.4k P = (0.1388) klf x 2.5' +0.8k= 1.2k V= P/(56)' = 168plf Type A Wall V= P/(16)' = 72plf Type A Wall Mot= 12.8kft Mot=6.9kft Mr= 14.8kft Mr= 12.2kft Left Wall Line Back Wall Line P = (0.1506) klf x 20' + 6.4k= 9.4k P =(0.1388) klf x 12' + 6.6k = 8.2k V= P/(63)' = 149plf Type A Wall V= P/(24)' = 342plf Type A Wall Mot= 37.7kft Mot=49.2kft Mr= 118.9kft Mr= 32.1 kft T= 0.7k CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219 PwoNr: 503 892 5782 • EMAIL: DAVEQ4IlORNCE.COM 'th J - . 3 .hs ,9 vett -02 A.oft .1. 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