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Plans (317) a 3.O11- DEC 13 2017 MiTek/' U rry of TIGARD DIVISiOk MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: PL16-458_MAIN_H Fax 916/676-1909 2892 A/E MARQUAM 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: R51740751 thru R51740757 My license renewal date for the state of Oregon is June 30,2019. eco AG Eq`r0 Q 87022PE 9r N yN c‘Aj, OREGON tip 4./N 'A0 FMIER O ' A. HE¢' : 1. I 6- 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. MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: PL16-458 MAIN H Fax 916/676-1909 2892 A/E MARQUAM 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: R51740751 thru R51740757 My license renewal date for the state of Washington is January 2,2019. 0-cONIO Ter !� N 49639 4 ©s 4, 49639 S` d' 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. f Job Truss Truss Type Qty Ply 2892 A/E MARQUAM PL16-458_MAIN_H F01 FLOOR 6 1 851740751 Job Reference jpotionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:20 2017 Page 1 ID:DckOXxdfingu?pIKVuS4fdjz_Utw-jexhN2e0rjWwsOlfsuQcdJlnAbSzxb2spDtPlcycQWj 0-6-8 I-I I 2-6-0 1 1-2-4 1 1 t-2-0 1 sale=1:34.1 3x5= 1.5x3 II 3x8 = 1.5x3 II 3x8= 1.5x3 II 3x8= 1.5x3 II 3x5= 1 2 3 4 5 6 7 8 9 16 15 14 12 11 10 1.5x3 II 3x10= 3x10= 3x4 I I 3x10= 3x10= 1.5x3 N 6-81 9-8-12 I 18-10-12 9-5-4 -6-8 9-2-4 9-2-0 0-6-8 Plate Offsets(X,Y)-- (1:0-1-8,Edoel,19:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.04 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -0.09 14-15 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.17 Horz(TL) -0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 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 6-0-0 oc bracing. REACTIONS. (lb/size) 1=309/0-6-0,9=307/0-6-0,13=987/0-5-8 Max Gray 1=342(LC 3),9=341(LC 4),13=987(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1005/0,2-3=-1005/0,3-4=-96/468,4-5=-96/468,5-6=-86/475,6-7=-86/475, 7-8=-1001/0,8-9=-1001/0 BOT CHORD 14-15=-98/947,13-14=-1270/0,12-13=-1272/0,11-12=-103/940 WEBS 5-13=-987/0,1-15=0/1035,3-14=-1014/0,5-14=0/1069,9-11=0/1031,7-12=-1018/0, 5-12=0/1059 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. ..<<- S3 � . PROPkTo �co NG,iNEF'r ` o 87022PE KA-- o) 04 vas4• " Z� � N - N y�Ajc OREGON ti�O� 7. O� MBER *V\ Q� • 49639 �, • A. HO; ?, `� `s � < 4GISTBR : fr 4s,SIONAL-- EXPIRES: 06/30/2019 September 18,2017 4 , Alk 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 1101' 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 M iTek" 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 Cdrus Heights,CA 95610 Job Truss Truss Type Qty Ply 2892 NE MARQUAM R51740752 PL16-458_MAIN_H F02 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:21 2017 Page 1 ID:DckOXxdfingu?pIKW64fdjz_Utw-BgV4aOf0c1 enTYKrPbxr9 WHyp?omg 1 W?1 scyg2ycQ Wi 0-6-8 1 I I 2-6-0 I I 2-6-0 I 2-6-0 I I 1-8-12 1 1 1-0-4 I I 2-3-0 I Scale=1:36.2 3x5= 1.5x3 II 3x8= 1.5x3 H 3x10 = 1.5x3 n 3x8= 3x6 FP=1.5x3 H 3x8 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 r 19 18 17 16 15 14 13 12 1.5x3 II 3x10 = 3x6 FP= 3x10= 3x4 I I 3x8= 3x8= 3x5= 6-81 10-3-4 I 20-9-8 I 0-6-8 9-8-12 10-6-4 Plate Offsets(X,Y)-- r1:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.06 13 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(TL) -0.10 16-18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) -0.01 15 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (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 6-0-0 oc bracing. REACTIONS. (lb/size) 1=317/0-6-0,12=360/0-2-8,15=1092/0-5-8 Max Gray 1=361(LC 3),12=393(LC 4),15=1092(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1081/0,2-3=-1081/0,3-4=-312/557,4-5=-312/557,5-6=0/615,6-7=0/615, 7-8=-1408/0,8-9=-1408/0,9-10=-1408/0 BOT CHORD 17-18=-156/1094,16-17=-156/1094,15-16=-1511/0,14-15=-1577/0,13-14=-182/973, 12-13=0/1075 WEBS 5-15=-1079/0,1-18=0/1113,3-16=-982/0,5-16=0/1384,10-12=-1116/0,10-13=-21/346, 7-13=0/569,7-14=-1275/0,5-14=0/1103 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)12. 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. ���ED PRores s ,c' �NGINFq /`-'..4.. �� '9 �yZONIp 87022PE r rra�d .fes ' tP N tit N y �Aj OREGON ti4 Q�N , �OoSMB E R 1'�0-.. 0 4,4,49639 Tvp t, A HEC‘ A.T• ssloivALS''. EXPIRES: 06/30/2019 September 18,2017 1 ! MIMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9-7473 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 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 r. ,i' Job Truss Truss Type Qty Ply 2892 NE MARQUAM R51740753 PL16-458_MAIN_H F03 FLOOR 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:21 2017 Page 1 ID:DckOXxdfingu?pIKW54fdjz_Utw-BgV4aOf0c1 enTYKrPbxr9WHyv?oAg2E?1 scyg2ycQWi 0-6-8 I—I I 2-6-0 j 1 1-2-12 1 1 1-2-0 I Scale-1:34.2 3x5= 1.5x3 II 3x8= 1.5x3 I I 3x8= 1.5x3 II 3x8 = 1.5x3 II 3x5= 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 1.5x3 II 3x10= 3x10= 3x4 II 3x10 = 3x10 = 1.5x3 II 9-6-81 9-9-4 I 18-11-4 1p-5-1? b-6-8 9-2-12 9-2-0 6-8 Plate Offsets(X,Y)— f1:0-1-8,Edgef,f9:0-1-8,Edgef LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.04 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -0.09 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 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 6-0-0 oc bracing. REACTIONS. (lb/size) 1=310/0-6-0,9=307/0-6-0,13=990/0-5-8 Max Gray 1=344(LC 3),9=341(LC 4),13=990(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1011/0,2-3=-1011/0,3-4=-114/460,4-5=-114/460,5-6=-85/482,6-7=-85/482, 7-8=-1001/0,8-9=-1001/0 BOT CHORD 14-15=-92/960,13-14=-1273/0,12-13=-1279/0,11-12=-107/940 WEBS 5-13=-989/0,1-15=0/1042,3-14=-1007/0,5-14=0/1090,9-11=0/1031,7-12=-1020/0, 5-12=0/1060 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. .AG NEER `r< 0 ItONIO 144, 1:_...•- 87022PE r- oVwas y �Aj, OREGON ti3 IN VPs. N �� FiL�BER \� �� it On A. HE��P Safi �F�s6 � w� ° 'ONALti . EXPIRES: 06/30/2019 September 18,2017 1 I A 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 e 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 ANSIITP11 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 2892 A/E MARQUAM R51740754 PL16-458_MAIN_H F04 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:22 2017 Page 1 I D:DckOXxdfingu?pl KVv84fdjz_Utw-fl3SnkgeNKm e5iv1 zJS4ikg86P BwPS49GWMVMVycQ Wh 0-6-8 I I I 2-6-0 I 1 1-1-4 1 10-5-01 Scale=1:22.5 1.5x3 II 3x8= 3x8 = 3x4 I1 3x8= 1.5x3 I I 3x5= 1 2 3 4 5 6 7 --.II' lllllllllliw w_ I��i /IIIIIAI MMIIIIIIImftseeiosmmi NW a YIIK �; 12 11 t- 9• 8v 1.5x3 II 3x10 = 3x6= 3x10= 3x5= 1 0-6-8 1 5-11-0 I 9-9-4 I 12-11-4 I 0-6-8 5-4-8 3-10-4 3-2-0 Plate Offsets(X,Y)-- f1:0-1-8,Edoel,f3:0-3-0,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.01 11 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.02 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:11-12. REACTIONS. All bearings 0-6-0 except(jt=length)10=0-3-8,8=0-1-12,9=0-5-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)1,8 except 10=465(LC 3),9=332(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-456/0,2-3=-456/0 WEBS 3-10=-306/0,1-11=0/470,3-11=0/643,4-10=-288/0,6-9=-286/51 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)8. 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. � 2-Y7....ct o. N 87022PE ., aw NSA ,N - �04iv. A . )dP <OREGON ti�a<v' !/ �" On MBERr r `r S+ � Q� �� h. 49639 wa . A. HER O 'kisz ' 441 • 'SSfONALV EXPIRES: 06/30/2019 September 18,2017 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekiE 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 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 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply 2892 NE MARQUAM a R51740755 PL16-458_MAIN_H F05 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:22 2017 Page 1 ID:DckOXxdfingu?pIKW64fdjz_Utw-f13SnkgeN Kme5ivl zJS4ikg6tP8PPVb9G WMVMVycQ Wb 0-6-8 I I I 2-6-0 1 9-4-41 I 1-2-0 1 0-6-8 I Scale=1:23.4 1.5x3 II 3x8 = 1.5x3 I I 3x8 = 1.5x3 II 3x5= 3x5= 1 2 3 4 5 6 7 MIIIIMINI -- itttt�r�rl� i'r. OM 13 12 i 10 9 8 1.5x3 I1 3x10=3x4 II 3x10= 3x10 = 1.5x3 I I 10-6-8 I 3-9-4 I 12-11-4 113-5-121 0-6-8 3-2-12 9-2-0 0-6-8 Plate Offsets(X,Y)-- 11:0-1-8,Edge1,f7:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=-35/0-6-0,7=340/0-6-0,11=774/0-5-8 Max Uplift1=-126(LC 4) Max Gray 1=81(LC 3),7=343(LC 4),11=774(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/596,2-3=0/596,5-6=-1010/0,6-7=-1010/0 BOT CHORD 11-12=-855/0,10-11=-808/0,9-10=0/958 WEBS 3-11=-775/0,1-12=-613/0,2-12=-251/0,3-12=0/525,7-9=0/1040,5-10=-885/0, 3-10=0/977 NOTES- D, ROres 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 126 lb uplift at joint 1. 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. Strong backs 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. Ck S���NG P EFR s% �� 87022PE v1 a • lomo wAs ' tC• , , b ;; cc) N , ;. so tiG N y 4>, OREGON cy� �C/ 1 'ACS AMBER �\ �� (Cr OS • A. He - �.G sTeW w SSIONALS EXPIRES: 06/30/2019 September 18,2017 t 4 Imim 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 1111" 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 ANSIITPI1 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 2892 NE MARQUAM PL16-458_MAIN_H F06 Floor 9 1 R51740756 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:23 2017 Page 1 ID:DckOXxdfingu?pI KW64fdjz_Utw-8Ddq?4gGBeuVjsUEXOzJ ExN HOoUE8yq IVA53uxycQ Wg I 2-6-0 I 1 1-6-12 1 1 1-2-4 1 P-6-8I Scale=1:33.7 1.5x3 II 3x8= 1.5x3 I I 3x8= 3x6 = 1.5x3 I I 3x8= 1.5x3 II 3x5= 1 2 3 4 5 6 7 8 9 ,cit _...... —..1111 -. 14.............................. . ..:-..".14w00000,00.0 .4—we.' ,.......... r .1. _ ,,.. 6 0 15 14 13 12 11 10 3x5= 3x10= 3x6= 3x10= 3x10= 1.5x3 II I 9-5-4 I 18-7-8 19-2-9 9-5-4 9-2-4 0-6-8 Plate Offsets(X,Y)-- 19:0-1-8,Edgei LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.04 14 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(TL) -0.10 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/TP12007 (Matrix) Weight:81 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 6-0-0 oc bracing. REACTIONS. (lb/size) 9=306/0-6-0,13=1002/0-5-8,15=319/0-2-8 Max Gray 9=342(LC 4),13=1002(LC 1),15=352(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1077/14,3-4=-1077/14,4-5=0/1288,5-6=-90/506,6-7=-90/506,7-8=-1004/0, 8-9=1004/0 BOT CHORD 14-15=0/992,13-14=-438/215,12-13=-1288/0,11-12=-122/944 WEBS 5-13=-549/0,2-15=-1023/0,4-14=0/1019,4-13=-1201/0,9-11=0/1034,7-12=-1027/0, 5-12=0/1051 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. P R Qi .<<- 6'.0 �3 NGI NEcR �/o 2 ...4!../ 'V__9r �yTONIO (§, OF WAS Grr �' (j< .\ P N • '� y �'0j, OREGON cp <U� � - N �� ��BER 11 �� e /V,f O P 49639 w� `s A. HET- cl,��,GrsTER SIDNALti EXPIRES: 06/30/2019 September 18,2017 4 4 MEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-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 �M1 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 Citrus Heights,CA 95610 • Job Truss Truss Type Qty Ply 2892 NE MARQUAM R51740757 PL16-458_MAIN_H F08 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:23 2017 Page 1 I D:DckOXxdfingu?pIKW64fdjz_Utw-8Ddq?4gG8euVjsUEXOzJ EXNJOoTn8vtI VA53uxycQ Wg 0-6-8 I I 1-4-0 2-6-0 Scale=1:18.6 1.5x3 II 3x8= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 N V ad O - 803x4= 7 4 3x10 = 3x5= 10-6-8 1 9-9-0 I 0-6-8 9-2-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.05 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(TL) -0.12 6-7 >935 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 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) 1=399/0-6-0,6=399/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=0/369,2-3=1448/0,3-4=-1448/0 BOT CHORD 7-8=0/769,6-7=0/1178 WEBS 4-6=-1214/0,4-7=0/279,2-7=0/701,2-8=-847/0 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. c� 2 87022PE v_ o ofwN cv y �'�j, OREGON c o�N 1 N ��OV ABEREck 4 �0 Rg 639 4,' • rsis011 ,, EXPIRES:06/30/2019 September 18,2017 4 __ 1 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 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 Cdrus He109 ights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury ran= Dimensions are in ft-in-sixteenths. 111� Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0 -1116"11fi, 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves ��� may ng require bracing,or alternative Tor I IILNIIIIII,al.00 bracing should be considered. O_Ator O 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-s ca-7 cs-s designer,erection supervisor,property owner and plates 0- 'h6 from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �i�� PIIIIndicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING g or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but16.Do not cut or alter truss member or plate without prior k�l0 reaction section indicates joint ©2012 MiTek®All Rights Reservedapproval of an engineer. _ number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11111111111111 6 18.Use of green or treated lumber may pose unacceptable =� environmental,health or performance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for MetalMill project engineer before use. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, i� �� 20. mu Guide to Good Practice for Handling, ANSDesignI/TPIassu1 QuesalitymanufactCriteria.re in accordance with Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: PL16-458_UPPER Fax 916/676-1909 2892 A/E MARQUAM 2&3 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: R51740758 thru R51740766 My license renewal date for the state of Oregon is June 30,2019. � <A:0 P R OFFss � 5 NGINE�R /029 87022PE r ycc\Aj, OREGON 90 AMBER \• �O OS A. Hey' .I / . 1. i " 1 011. 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. MN= mitMiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: PL16-458 UPPER Fax 916/676-1909 2892 A/E MARQUAM 2&3 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: R51740758 thru R51740766 My license renewal date for the state of Washington is January 2,2019. t:4.4 ,A0 -s k49639 w� a. 4ctsT Y 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. • 1' Job Truss Truss Type Qty .Ply 2892 NE MARQUAM 2&3 CAR R51740758 PL16-458_UPPER F01 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:37 2017 Page 1 ID:fRr?p7cJab_FzM3?rJ KNH5z?m GH-jvT7xsr2rxf WOOYwLyDcpuyZRS5DQFSMjMUo07ycQVVS 0-1-8 H I 2-0.0 °�-111 11"2"0 P1311z 2-6-0 Scale=1:29.7 3x5 = 3x4 = 3x4= 4x4= 5x5= 1 2 3 4 5 6 7 8 9 10 11 0 i:-,i I o a o 0 e • 17 16 15 14 13 3x6 = 3x8 = 3x5 = 4x5= 5x5= 3x4= I 17-6-12 I 17-6-12 Plate Offsets(X,Y)— 18:0-1-8,Edgel,F13:0-1-8,Edael.119:0-1-8,0-0-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.25 15-16 >836 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.39 15-16 >529 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:80 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) 18=759/0-5-8,12=764/0-4-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2454/0,3-4=-2454/0,4-5=-3330/0,5-6=-3330/0,6-7=-2749/0,7-8=-2749/0,8-9=-2129/0,9-10=-2129/0 , BOT CHORD 17-18=0/1442,16-17=0/3063,15-16=0/3197,14-15=0/2129,13-14=0/2129,12-13=0/1764 WEBS 8-14=-386/0,9-13=-904/0,2-18=1589/0,2-17=0/1125,4-17=-677/0,4-16=0/296,10-12=-1894/0,10-13=0/1192, 6-15=-533/0,7-15=-426/0,8-15=0/1110 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 3-1 Od(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�FFss c. �NO►NEF'4 /02 `rte 87022PE -9� o4wN 1. N 1N N - `" N �Aj<OREGON tis OIL ,.. On MBER 11 �' a S A. HE��P 4,��s6 �o w vs, IONALE0 EXPIRES:06/30/2019 September 18,2017 I I MEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mite 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 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 ` Job Truss Truss Type Qty Ply 2892 NE MARQUAM 2&3 CAR , PL16-458_UPPER F02 FLOOR 5 1 R51740759 r Job Reference Loptionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:38 2017 Page 1 ID:fRr?p7cJab_FzM3?rJKNH5z?mGH-B61 V8CsgcFnN0976vgkrL6Uugrd89mGWx0ELwZycQWR 1-7-8 I I 1-9-0 I Scale=1:10.6 1 3x4 = 2 1.5x3 II 3 3x4 = 4 1.5x3 II i °Jm 3x5= 7 6 5 1.5x3 II 3x4= I 5-6r0 5-6-0 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 0.08 Vert(LL) -0.00 6 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) -0.02 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:26 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 5-6-0 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) 7=236/0-3-12,5=236/0-1-12 FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-310/0,2-3=-310/0 BOT CHORD 5-6=0/300 WEBS 3-5=-342/0,1-6=0/357 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. P G Fs/ N- ,x-. E0 w�• 9 �4t87022PE r � Iv ;" s >N e ; VI y )Aj, OREGON P 4/ O �� ��OS AB ER E��Q� �7 • '`P-tor. �C 9639 k,' H tsraR ' SkVoNAL Vi EXPIRES: 06/30/2019 September 18,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 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 Citrus Heights,CA 95610 I • r Job Truss Truss Type Qty Ply 2892 NE MARQUAM 2&3 CAR - R51740760 PL16-458_UPPER F03 FLOOR 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:38 2017 Page 1 ID:fRr?p7cJab_FzM3?rJKNH5z?mGH-B61 V8CsgcFnN0976vgkrL6UsyrZ_911KWxOELwZycQWR 2-6-0 I 0-8-11 I I 1-2-0 I I 1-1-13 10f_113 Scale=1:16.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 3x4= 6 e a o 0 a 0 m m /7 12 .6 a , e e o °1'5x3= 11 13 9 8 3x6 = 1.5x3 II 1.5x3 II 3x4= 3x6= I 8-9-8 I 8-9-8 Plate Offsets(X,Y)— 14:0-1-8,Edge),f5:0-1-8,Edge),f12:0-1-8,0-0-01 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 0.26 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(TL) -0.08 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:41 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) 7=373/0-5-8,11=378/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-841/0,3-4=-841/0,4-5=-554/0 BOT CHORD 10-11=0/719,9-10=0/554,8-9=0/554,7-8=0/554 WEBS 2-11=-772/0,3-10=-251/0,4-10=0/464,5-7=-692/0 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. 4)CAUTION,Do not erect truss backwards. ���Eci PRop. ,NJ vNGINE�R SO/ C� 87022PE 9c e �°NA° - . N -$, OREGON p / � O �OSBER 1Q� A. HE�� �6 ��49639 q, S GIS sSLoNAL�-� EXPIRES:06/30/2019 September 18,2017 1 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 - 1p 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 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 2892 AIE MARQUAM 2&3 CAR R51740761 - PL16-458_UPPER F04 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc.Mon Sep 18 08:29:39 2017 Page 1 I D:fRr?p7cJab_FzM3?rJ KNH5z?mGH-glatMYtI NYvEeJ i ITNG4uJ 1 wGFn3u9ofAgzvTOycQ WQ 2-6-0 I 1-10-13 I l 1-2-0 I I 2-5-15 Scale=1:28.4 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 o mm-1001.11.1.1.1111111111111.. _ .1 0001100.1.°11.... 111111414114411111110111%,-..4111111111111111111111111111111111.111.."-- .-. O B O d O ' . 1-2 13 12 11 10 9 3x4= 3x8= 3x8 = 1.5x3 II 1.5x3 H 3x4= 13-6-13 I 12-4-13 1�-11-13I l 16-3-12 12-4-13 0-7-0 0-7-0 2-8-15 Plate Offsets(X,Y)-- F6:0-1-8,Edael,(7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.25 11-12 >785 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.38 11-12 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 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) 14=712/0-3-12,9=712/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2537/0,3-4=-2537/0,4-5=-2764/0,5-6=-2764/0,6-7=-1832/0 BOT CHORD 13-14=0/1563,12-13=0/2893,11-12=0/1832,10-11=0/1832,9-10=0/1832 WEBS 6-11=-300/0,7-10=0/286,2-14=-1678/0,2-13=0/1045,4-13=-382/0,5-12=-303/0,6-12=0/1104,7-9=-1961/0 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. ��CQ`�0 P R OFFS kG. �co NG,INEAR si��-9 87022PE t 04 o�WoNIO - c� w .mill_i_,. Q W fv '‘ des y �'Ois OREGON ti Q& 1 N 'AC AMBER 1\ 'E'/ On A. HE-# ��G s639 ca `rSIONALE EXPIRES: 06/30/2019 September 18,2017 4 __ f AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IIII 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 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 2892 A/E MARQUAM 2&3 CAR - R51740762 PL16-458_UPPER F05 FLOOR 12 1 Job Reference(option Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:40 2017 Page 1 I D:fRr?p7cJab_FzM3?rJKN H5z?mGH-8U8FZutx8s15FTHV 15nJRXa6ufSlddyoPKj S?SycQ WP I 2-6-0 I I 1-10-13 I I 1-2-0 11 1-3-15 I 1-6-0 j j 1-1-7 I 11-2-0 I P-10-1I Scale=1:43.4 3x5 = 3x4= 3x6 FP=3x5= 4x6 = 3x4 II 3x5 = 3x4= 3x4 = 1 2 3 4 5 6 7 > vi_- 13 14 15 0 1 7 26 25 24 23 22 21 20 19 18 17 16 3x4 = 3x6= 3x6 FP= 3x8 = 4x5 = 3x8= 3x8 = 3x4 = 13-6-13 24-3-11 I 12-4-13 12-11-113 j 16-6-8 16-3-0 112 23-1-11 23-8-11 125-4-12 I 12-4-13 6-7-0 2-1141 0- 6-5-15 7-0 1-1-1 0-7-0 0-7-0 Plate Offsets(X,Y)— f7:0-1-8,Edgel,f13:0-1-8,Edgel,f14:0-1-8,Edoel.f21:0-1-8,Edael 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 0.61 Vert(LL) -0.21 22-23 >965 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.31 22-23 >635 360 BCLL 0.0 Rep Stress lncr YES WB 0.24 Horz(TL) 0.03 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(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 6-0-0 oc b - .--• 10-0-0 oc bracing:25-26,23-25. PR Q REACTIONS. (lb/size) 16=181/Mechanical,26=623/0-3-12,20=1418/0-5-8 ,`��E FFss Max Uplift16=-52(LC 3) Co GINE / Max Gray 16=283(LC 4),26=647(LC 3),20=1418(LC 1) ,�� ...V." F9 i2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 87022 P E '9l TOP CHORD 2-3=-2205/0,3-4=-2205/0,4-5=-2105/0,5-6=-2105/0,6-7=-2105/0,7-8=-1007/110, 8-9=1007/110,9-10=0/1730,10-11=0/1728,11-12=-409/523,12-13=-409/523, 13-14=-360/127 N N BOT CHORD 25-26=0/1396,24-25=0/2391,23-24=0/2391,22-23=-110/1007,21-22=-110/1007, 20-21=-594/0,19-20=-1079/0,18-19=-127/360,17-18=-127/360,16-17=-127/360 y �'tj, OREGON (yam <C/ WEBS 7-22=-292/0,8-21=-598/0,2-26=-1499/0,2-25=0/869,4-23=-391/0,5-23=-324/0, ^- 1 `Q 7-23=0/1327,9-20=-1437/0,9-21=0/1491,13-19=-482/52,11-19=0/1052,11-20=834/0, C 'V'SER 1 14-16=-520/183 OS A. HEvs NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. EXPIRES: 06/30/2019 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 16. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. rtONIO p,, $° o4 V/ASlcr.. ,4.`1' *; PI� ._`.,, ' ��' N A 14. 4,,49639, . k,� • GISTE3- SSIGNAL.- September 18,2017 o I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 MN. 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 10 Citrus He9 ights,CA 95610 Job Truss Truss Type Qty Ply 2892 NE MARQUAM 2&3 CAR R51740763 - PL16-458 UPPER F06 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:40 2017 Page 1 I D:fRr?p7cJab_FzM3?rJKN H5z?mGH-8USFZutx8s15FTHV 15nJ RXa9JfEPdexoPKjS?SycQWP I 2-6-0 I 1-5-8 i I 1-2-0 1 10-10-0 1 0-912 1 1-2-0 ii 1-10-4 1 Scale=1:36.1 3x4= 3x4= 4x6= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 o_t.. ..: II? m °D e .,i ® e / o a e r 24 23 22 21 20 19 18 17 16 15 14 3x4 = 3x4= 3x6 FP=3x6 = 3x4 I I 4x6= 3x6= 304 = 4-9-0 19-0-12 I 4-1-0 4-Ff8 (-4-81 9-1-0 1 17-10-12 1p-5-13 1 21-2-0 4-1-0 0-4-8 b-7-0 3-8-8 8-9-12 b-7-0 7-0 2-1-4 0-7-0 Plate Offsets(X,Y)-- f4:0-1-8,Edgel,f11:0-1-S,Edael,f12:0-1-8,Edael,f23:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.10 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.14 16-17 >998 360 BOLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:97 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 6-0-0 oc b --' •. REACTIONS. (lb/size) 14=429/0-1-12,19=1158/0-3-8,24=264/0-3-12 ��R�O PROFFss Max Uplift24=-2(LC 4) \Co ANG I NF9 / Max Gray 14=446(LC 4),19=1158(LC 1),24=340(LC 3) �C? ?/9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 87022 P E TOP CHORD 2-3=626/273,3-4=-626/273,4-5=0/795,5-6=0/795,6-7=0/581,7-8=0/581, 8-9=-1182/0,9-10=-1182/0,10-11=-1182/0,11-12=-878/0 BOT CHORD 23-24=-88/617,22-23=-273/626,21-22=-273/626,20-21=-273/626,19-20=-1208/0, U"),‘, A, 18-19=-1208/0,17-18=-0/652,16-17=0/878,15-16=0/878,14-15=0/878 OREGON fti�O� WEBS 6-19=-1132/0,2-24=-662/95,2-23=-254/11,4-20=-1021/0,6-20=0/698,11-17=-73/326, 77 10-17=-256/0,8-17=0/618,8-18=-1155/0,6-18=0/886,12-14=-983/0 �C� FMBER \\ NOTES- OSA HE. 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)14. EXPIRES:06�30�2�19 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2 lb uplift at joint 24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 0/ONIO ,. OQ Cov w` 44. tcs r N /" op 49639,4„ W'� '04.!? JSTER - sSIONALV September 18,2017 ®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 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 Citrus Heights,CA 95610 a I Job Truss Truss Type Qty Ply 2892 NE MARQUAM 2&3 CAR R51740764 PL16-458_UPPER F07 FLOOR 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:41 2017 Page 1 ID:fRr?p7cJab_FzM3?rJKN H5z?mGH-chidnEuZvAAytdshaolYzk6HC3TpM3Nye_SOXuycQ W0 2-6-0 I I 1-8-9 I I 1-2-0 I I 2-5-15 Scale=1:28.1 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 o m I \ m 0 0 .' 'o 1,k 13 12 11 10 9 3x4= 3x8 = 3x8= 1.5x3 I I 1.5x3 I I 3x4= I 12-2-9 02-9-9i13-4-9I 16-1-8 I 12-2-9 0-7-0 0-7-0 2-8-15 Plate Offsets(X,Y)— 16:0-1-8,Edge),17:0-1-8,Edoe) 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 0.64 Vert(LL) -0.23 11-12 >830 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.36 11-12 >539 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 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) 14=704/0-1-8,9=704/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2495/0,3-4=-2495/0,4-5=-2675/0,5-6=-2675/0,6-7=-1798/0 BOT CHORD 13-14=0/1542,12-13=0/2830,11-12=0/1798,10-11=0/1798,9-10=0/1798 WEBS 6-11=-304/0,7-10=0/278,2-14=-1656/0,2-13=0/1023,4-13=-360/0,5-12=-303/0,6-12=0/1062,7-9=-1925/0 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)14. 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 PRQp �co �GI NEER E. /o kc 87022PE 9r ,� ONTO p, O �• WAS *, w. G /4 .. NVo 'N^ / Go fit:- ►N NJ y-P'bj OREGON cti:3„14./ / OOSMABEHER�Q� pp 4,c 5639istt-.0 w� ssfONALti . • EXPIRES:06/30/2019 September 18,2017 1 a WARNING-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 111111 a truss system.Before use,the building designer must verify the applicability of design parameters and propedy 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 Citrus Heights,CA 95610 r t Job Truss Truss Type Qty Ply 2892 NE MARQUAM 2&3 CAR v R51740765 - PL16-458_UPPER F08 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:42 2017 Page 1 I D:fRr?p7cJab_FzM3?rJKN H5z?mGH-4tGO_avBgTlpVnRt8WpnWyfP ITp05XQ5seCZ3KycQ WN 0-1-8 H I 2-3-0 I1 1-5-8 II 1-2-0 i 1 1-2-8 1 1-6-0 1 Scale=1:30.3 1.5x3 II 1.5x3 = 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 i\ 441111414111111111411111- `\ o 17 — e m ® ®® TT • 15 14 13 12 3x6 = 308 = 3x6= 3x4 — 4x4= 3x4= I 17-5-8 I 17-5-8 Plate Offsets(X,Y)— 112:0-1-8,Edgel,113:0-1-8,Edgel,117:0-1-8,0-0-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.31 13-14 >679 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.49 13-14 >426 360 BCLL 0.0 Rep Stress Ina YES WB 0.24 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 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) 16=754/0-5-8,11=759/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2623/0,3-4=-2623/0,4-5=-3300/0,5-6=-3300/0,6-7=-2107/0,7-8=-2107/0,8-9=-2107/0 BOT CHORD 15-16=0/1576,14-15=0/3184,13-14=0/2886,12-13=0/2107,11-12=0/1099 WEBS 7-13=0/362,8-12=-587/0,2-16=-1704/0,2-15=0/1141,4-15=-612/0,6-14=0/490,6-13=-970/0,9-11=-1305/0, 9-12=0/1283 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)CAUTION,Do not erect truss backwards. 0,� AGPE�q `> C, 2 cc 87022PE v� zoNro OI OFW?LSI.t G -� b N A w. �A OREGON 4vN ) N ��� TIMBER �� � O (4 r On A. HE?` p 49639, q 4, G SreR ' w SSIONALti EXPIRES: 06/30/2019 September 18,2017 9 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 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 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 Job Truss Truss Type Qty Ply 2892 NE MARQUAM 2&3 CAR R51740766 PL16-458_UPPER F09 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:42 2017 Page 1 I D:fRr?p7cJab_FzM3?rJKN H5z?mGH-4tG0_avBgTlpVnRt8 WpnWyfUBTtK5Y95seCZ3KycQ WN 2-6-0 I I 1-8-0 I I 1-2-0 1 1 1-10-4 Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4 = 7 e o _ e •• I -a m e o e I. e 1:51 11 10 9 8' 3x4= 3x6= 3x4= 1.5x3 II 3x4= 10-1-6 I 9-5-0 9{- 10-8-8 12-9-12 1 9-5-s 0- 0-7-0 0-7-0 2-1-4 Plate Offsets(X,Y)— f6:0-1-8,Edgel,r10:0-1-8,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 0.50 Vert(LL) -0.17 10-11 >890 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.27 10-11 >558 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 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) 12=558/0-2-8,8=558/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1764/0,3-4=-1764/0,45=-1165/0,5-6=-1165/0 BOT CHORD 11-12=0/1182,10-11=0/1704,9-10=0/1165,8-9=0/1165 WEBS 2-12=-1269/0,2-11=0/624,4-10=-655/0,6-8=-1306/0 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)12,8. 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. 5�� NGI E�,4 kS/O 87022PE 291— 51 ONIO 1.4 C' 04 N r , k tr y raj, OREGON n <I j ; N 1 � . ��O •,14 B ER E�tJQ �, 4, 49639 w� H 4.08 TEs- ' sSIoNALti�0 EXPIRES: 06/30/2019 September 18,2017 I I ....... 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 e 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 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 y Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4y " Center late on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicted. I I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. obi, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For U_1116' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I pbracing should be considered. O 3. Never exceed the design loading shown and never IrAllor 1111111.111P21°111 � Ustackmaterialsoninadequatelybracedtrusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-6 c6-7 c5-6 I— designer,erection supervisor,property owner and plates 0- 'h/'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless shall not texceed 19%at time of fabrication.herwise noted,moisture content of lumber PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 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 after truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. lha=dIP reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. .. .111_6 18.Use of green or treated lumber may pose unacceptable �,� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and not picturessufficient.)before use.Reviewing pictures alone DSBCSI: Design Standardfor Bracing. I �Tti/k� BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 2892-A MARQUAM-HORN ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2767028 thru K2767044 My license renewal date for the state of Oregon is December 31,2017. ‘\ O PROp45S , GIN . 89200PECc- , �' y 4,OREGON ,I �4r MSA�i1L - l !11re , January 18,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. A a MUM i int M1Tek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 2892-A MARQUAM-HORN ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2767028 thru K2767044 My license renewal date for the state of Washington is May 16,2017. ORRILL ? was J, 'f139vew 4 iszss ,e' January 18,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 1 This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 204 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <— 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 6-09 6-09 T '( T 12 6.00 I IM-4x4 12 Q 6.00 3 � t10 5 ROArit. % AGINES, �'/ � 44' 89200PE 9r 2 .. M 4 o f INri m o W 1 Ix 9 •- ON 4 M-3x4 p1 M-3x4 f'i 1'lp I.i.A,.,., y y EXPIRE& 12/31/2017 2-00 13-06 y y 2-00 " Vr,SItit 14 ti JOB NAME : LENNAR 2892-A MAR UAM AMERICAN - Alm Scale: 0.4999 _ ,s �� • Q WARNINGS: GENERAL NOTES, unless otherwise noted: ',WV) ` 1.Builder and erection contrador should be advised of all General Notes t This design Is based only upon the parameters shown and Is for an individual Truss: Al and Warnings before construction commences building component.Applicability of des eters and design parameters proper 44f 2.2x4 compression web bracing must be Installed where shown+. Design incorporation suof componentp botttheom responds to be l the allybuilbra deagner. /4-'''7�}r//��p _- 3.Additional temporary bracing to insure stability during construction 3.Design assumes the tap and bodom chords to be laterally braced at lrf� S 1370 `tV is the responsibility of the eractor.Additional permanent bating of 2-o c.and at 10 o c,respectively unless braced throughout their length by DATE: 1/18/2017 the overall structure s the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywaii(BC) (A'yy p 3 Impact bridging or lateral bracing required where shown++ V'IS'�V."' 4.No load should be applied to any component until after all bracing and 4 Installation of truss is therebit of the res _[f �A SEQ. : K 767028fasteners are complete and at no time should any loads greater than 5 Design assumes pusses are be used in a namcontus a environment, V r kit TRANS ID: LINK design loads be applied to any component. and arefor'mfullklon'ofut : I�NALE. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports ehawn.Shim or wedge i( fabrication,handling,shipment and installation of components. necessary. _- - Pme 7.Design assumes aderainageisprovided. January 18,2 17 6.This design is famished subject to the limitations set forth by 8.Plates shall be locateddonon both faces of truss,and placed so their center TPISNTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,E5R-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-27) 509 6-3=(0) 311 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-676) 114 6-4=(-27) 509 WEBS: 204 DF STAND 3-4=(-676) 114 LOADING 9-5=( 0) 101 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -145/ 795V -76/ 76W 5.50" 1.27 DF ( 625) 13'- 6.0" -145/ 795V 0/ OH 5.50" 1.27 DF ( 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.040" @ 15'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 15'- 6.0" Allowed = 0.267" MAX TC PANEL LL DEFL = -0.032" @ 3'- 7.3" Allowed = 0.452" MAX TC PANEL TL DEFL = 0.193" @ 3'- 7.2" Allowed = 0.677" MAX HORIZ. LL DEFL = 0.005" @ 13'- 0.5" MAX HORIZ. TL DEFL = 0.008" @ 13'- 0.5" Design conforms to main windforce-resisting 6-09 6-09 system and components and cladding criteria. ? T T Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 IIM-9x9 Q 6.00 load duration factor=1.6, Truss designed for wind loads 4.0" in the plane of the truss only. Q 892QQPE 9f A '" OREGON LVA �P M-3x9 M-1.5x3 M-3x4 �j 1 RIO- ,i, y y EXPIRES:. 12131/2017 6-09 6-09 y y b l 2-00 13-06 2-00 OCL 9 • JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - A2 Scale: D.9074 `~_ 1.".V.,..1.,,,,°*: , , 0 WARNINGS: GENERAL NOTES, unless otherwise noted: , .. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual kei 1' Truss: A2 and Warnings before constructor commences building component.Applicability of design parameters and proper /e, 2.2x4 corn b bracing t be installed where shown�. incorporation of component is the responsibility of the building designer. - /g,'/ pression we g mus 2.Design assumes the top and bottom chords to be laterally braced at � TA,,,��tl�� �„ 3.Additional temporary brae ng to insure stability during construction 7 and at 10o c respectively unless braced throughout their length by 5139 a "Y is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheathing(TC)and/or drywall(SC) Q sir ° DATE: 1/18/2017 the overall structures the responsibility of the building designer. 3 2.Impact bridging or lateral bracing required where shown... . 4.Na bad should be applied to any component until after all brae ng and 4.Installation of truss is responsibility of the respectcontractor. aSEQ. : x2767029 fasteners are complete and atnotime should any loads greater than 5 Design assumes Wssesare tobeused inanon-corrosive environment, Oro tN4. TRANS ID: LINK design loads be applied to any component. and are for"dry condition" at 5.CompuTrus has no control over and assumes no responsibility for the a Design assumes lull bearing at all supports shown Shlm or wedge if ssary p fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided January 1 V,2�17 6.This design is furnished subject to the limitations set forth by 8.Plates shall Re located on both faces of truss,and placed so their center TPIMTCA 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,Ino/CompuTfus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '` This design prepared from computer input by ? PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-292) 1056 3- 8=(-361) 250 BC: 2x4 OF #1&BTR SPACED 29.0" O.C. 2- 3=(-1259) 367 7- 8=(-292) 1056 8- 4=(-104) 508 WEBS: 2x9 DF STAND 3- 9=( -908) 245 8- 6=(-271) 1028 8- 5=(-331) 235 LOADING 4- 5=( -908) 260 TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1232) 367 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -194/ 1013V -88/ 103H 77.00" 1.62 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 5.0" 0/ 88V 0/ OH 77.00" 0.14 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 19'- 5.5" -109/ 805V 0/ OH 5.50" 1.29 DF ( 625) Unbalanced live loads have been considered for this desi n. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP o g AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 29 " c spacing] VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 Refer to Computrus Standard MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" Gable End detail for complete MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" specifications. MAX LL DEFL = -0.034" @ 9'- 8.7" Allowed = 0.629" MAX TL CREEP DEFL = -0.076" @ 9'- 8.7" Allowed = 0.839" MAX HORIZ. LL DEFL = 0.016" @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.025" @ 19'- 0.0" 9-08-12 9-08-12 Design conforms to main windforce-resisting 'I f system and components and cladding criteria. 5-01-10 4-07-02 4-07-02 5-01-10 Wind: 190 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T . T f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, ind 6.00 IIM-4X4 Q 6.00 inuss thedplaneeoffor thewtrussoads only. 4.0" 4 44-2'111- = M-2.5x4 or equal at no.- diagonal inlets. ..* Ets P.ROFt- Scsi 1.1 4a t,-‘4 GIN ; /0- M-3x9M-1.5x3 �� "7 3 89200PE r" �d ' OREGIi ON <4.,Tf- o A L8 -• o Z'RR10-4' I 0 1 M-4x8 M-3x4 0 M-3x4 EXPIRES,' 12/31/2017 1 1 1 1 5-10-03 3-10-09 9-08-12 1 1 1 2-00 19-05-08 ,µms • a WA $ JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - B1 41119 r� '`' ,pScale: 0.3089 �r ,. A. WARNINGS: GENERAL NOTES, unless otherwise noted ..„..::.:,/ 1.Builder and erection contractor should be advised al all General Notes 1 This design is based only upon the parameters shown ands for an individual Truss: B1 and Warnings before construction commences building component Applicability of design parameters and proper7yT/ 2.2x4 compress or web bracing must be nstalled where shown+, corp nerl n of component ie the responsibility of the building tlesigner. - /�/ 3.Addition temporary bracing t0 insure stability during constructan 2 Design assumes the top and bottom chords to be laterally braced at r�+ 51348 '` s the responsibility of the erector.Additional permanent bracing of TOc.and at t0'oc respectively unless bracer throughout their length by DATE: 1/18/2017 the overall structure Is the responsibility the bu la n continuous sheathing such as plywood ng(TC)and/or drywail(BC) Q%`r''GrIS BI ofg designer. 3.24 Impact bridging or lateral bracing required where shown++ Y I+ ^ 4.No load should be applled to any component until after all bracing and 4.Installation of trusss the responsibility of the respective contractor. S'•A y (i SEQ.: K2767030 fasteners are complete and atnotime should any loads greater than 5 Design assumes trussesare tobeused nanancorosveenvironment, `�'TONAL�i TRANS ID: LINK design loads be applied to any component. °"d rra° coocondition.ge H supports ea 5.CompuTnus has no control over and assumes no responsibility for the a mce full bearing t all su ns shown Shim or wed If ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January ,I 18,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/fCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./COmpuTrus Software 7.6.8(1L)-E 10.For bash connector plate design values see ESR-7371,ESR-1988(MiTek) This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- B=(-195) 195 (- ) 245 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1271) 309 8- 6=(-237) 535 WEBS: 2x4 OF STAND 1060 8- 4=( -41) 3- 4=( -948) 200 8- 5=(-324) 244 LOADING 4- 5=( -948) 200 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 309 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 101 TOTAL LOAD = 42.0 PSF OVERHANGS: LL = 25 PIE' 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" -177/ 1045V -104/ 104H 5.50" 1.67 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 19'- 5.5" -177/ 1045V 0/ OH 5.50" 1.67 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing..1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.033" @ 9'- 8.7" Allowed = 0.927" MAX TL CREEP DEFL = -0.077" 9 9'- 6.7" Allowed = 1.236" MAX LL DEFL = 0.040" @ 21'- 5.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 21'- 5.5" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.016" @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.025" @ 19'- 0.0" 9-08-12 9-08-12 Design conforms to main windforce-resisting f .r ,r system and components and cladding criteria. 5-00-12 4-08 4-08 / 5-00-12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 12 f f I ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 IIM-4x4 Q 6.00 Truss designed for wind loads 4 0„ in the plane of the trus ..a..- 1.1 4 ' `F ,Ca l�l '€' >° p C •y M-1.5x3 M-1.5x3 t2� .QP4 3 5 OREGON tti, 4,4 o i M-3x4 M-3x8 M-3x9 7 0 EXPIRES: 12/31/2017 b b 1 9-08-12 9-08-12 J' y y y 2-00 19-05-08 2-00 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - B2 Scale: 0.3006 ,p' ` Q � WARNINGS: GENERAL NOTES, unless olhe,wise noted: ,r, ,� 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and Is for an individual Truss: B2 and Warnings before constructon commences building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, 9 p n assumes the to Y r incorporation&component is the responsb Ity of the building designer. y' -- 2.Desi 3.Addtional temporary brat ng to insure stability during conshucbon and bottom chords to be laterally braced et 39-8 is the responsibility of the erector.Additional permanent bracing of Z am and at 10 o.c respectively unless braced throughout their length by !e:- DATE: 1�18�2017 the overall structure is the responsibility of building designer. continuous sheathing such as plywood sheathing(TC)where shown drywall(BC). /�(Vr�.�pp ,���;`y`"'Y- sports yo 9 g 3.rax Impact bridging or lateral bracing required where shown++ GIST ay* h' 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the res SEQ. : K2767031 fasteners are complete and atnotime should any loads greater than 5 Desgnassumes Misses aretobeused Inanon-comcontractor.esveenronment n oto an and are ford anion ofuae. � ON.aIT+ TRANS I D: LINK design loads hoap5.Com Tms has noco ntrol over and assumes no res 6.Design assumes full bearing at all supports shown.Shim or wedge if p pons Nlty for the ne.ssary fabrication,handling,shipment and installationofcomponents. 7.Design assumes adequate drainage is provided. J8i'lUBfy 1 V,LO17 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) A This design prepared from computer input by > Type in your company name here! LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- =(-1592) 2264 3- 8=(-579) 393 BC: 2x4 DF 510315 SPACED 24.0" O.C. 6 WEBS: 2x4 DF STAND 2- 3=(-1653) 521 8- 6=(-1592) 2264 8- 4=( -41) 535 3- 4=(-1110) 200 8- 5=(-579) 393 LOADING 4- 5=(-1110) 200 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1653) 521 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=) 0) 101 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -180/ 1095V -2919/ 2919H 5.50" 1.67 CF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 19'- 5.5" -180/ 1045V -2919/ 2919H 5.50" 1.67 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 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.048" @ 19'- 5.5" Allowed = 0.927" MAX TL CREEP DEFL = -0.077" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL = 0.040" @ 21'- 5.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 21'- 5.5" Allowed = 0.267" MAX BORIZ. LL DEFL = 0.037" @ 19'- 0.0" MAX BORIZ. TL DEFL - 0.047" @ 19'- 0.0" 9-08-12 9-08-12 IcOND. 3: 150.00 PLF SEISMIC LOAD. I 5-00-12 4-08f Design conforms to main windforce-resisting 4-08 5-00-12 system and components and cladding criteria. 12 12 Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 IIM-4x9 (All Heights), Q 6.00 load duration factor-1.6 Cat.2, Exp.B, MWFRS(Dir), 4.0" Truss designed f�� 0 ails_ 0 � 4 �( y in the plane of `T'Qlb`Qt f"• 1.1 M-1.5x3 Q921J0C L M-1rie :: :'91" � P-i. rio d MSR R l l ,V 0 1 M-3x5 M-3x8 M-3x5 7 0 EXPIRES::. 12/31/2017 ), y ,i- 9-08-12 9-08-12 l b 2-00 19-05-08 y y 2-00 44 o . 8474 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - B2DRAG ,, ;•• � o� , Scale: 0.3006 iiir / i , 0 WARNINGS: GENERAL NOTES, unless otherwise noted. - ,•�r tj f•' 1Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: B2DRAG and Warnings before cconstruction commences building component Applicability of design parameters end proper ' 2.2z4 compression web bracing must be installed where shown+. ncorpo2tion o(com ponent is the responsibility of the building designer /44", 3.Addtonaltemporarybracingto nsurestabliyduringconstructon 2 Desgnassumes the top and bottom chords tobelaterally brecotlat 51398 is the responsibility of the erector.Additional permanent bracing of T o c and at 70 o c resph p5 unless braced throughout their length by [„ 441 DATE: 1/18/2017 the overall structure is rhe responsibility of the building designer. m Impact sheathing such as plywood sheath here s and/or tlrywall(BC) p�a�pp 1' 3.Di Impact bndg ng or lateral bracing required red where shown++ Gisg y prlS SEQ. : K2767032 4.Na load should be applied to any component until after all bracing and 4.Installation of lass Is the responsibility of the respective contractor. � fasteners are complete and at no t me should any loads greater then 5.Design assumes trusses are to be used in anon-corrosive environment, � ��r AS. TRANS I D: LINK design loads be applied to any component. and are for dry condition"arose. G� fi.Doelgorassumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. ry. ,1 ,1 6.This design is furnished subject to the limitations set forth T.Designassumesbe on drainagetIs provided January 18r2�17 by e.Plates shall be located an both faces or buss,and placed so their center TPIAARCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate Me of plate in inches. Tek USA,Inc./CompuTrus Software 7.6.8(1 L)-E Wick 70.For basic connector plate design values see ESR-1311,ESR-7966(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 26'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. Design conforms to math windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 13-00 13-00 f T 12 IIM-9x9 12 6.00 3 Q 6.00 P X � o9rV 89200PE OQ EG*, I _1_ l � . -,,,.---.4.4,—,..... ; M-3x5(S) 0 1 ER R�:10- M-3x9 - -- --- -3x4 EXPIRES: 12/31/2017 ), * b 16-00 10-00 * bb 2-00 26-00 - JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - Cl �'°'•`� 'AA+ Scale: 0.3150 `1#fr403l ' A , WARNINGS: GENERAL NOTES, unless otherwise noted ',.....-- 1.Builder and erection contractor should be advised of all General Notes i This design is based only upon the parameters shown and is for an individual Truss: Cl and Warnings before construction commences building component Applicability of design parameters and proper /ff� 2.2x4 compression web bracing must be nstalletlwhere shown incorporation of components the responsibility of the building designer. /Y r 3.Additional temporary bracing to route stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3. �}(�• [may by is the responsibility of the erector.Additional permanent bracing of c nti and at 10 o c.respectively unless braced(TC)and/or their length). f((''�� 4'-0/ J7 , continuous sheathing such as plywood sheathing(TC)and/ar tlrywall(BC) -�STEL DATE: 1/18/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1�a 4.No load should be applied to any component until after all bracing and 4 Installaion of truss is the responsibly of the respective contractor SEQ. : K2767033 fasteners are complete and at no time should any loads greater than 5.Geslgn assumesWssesaretobeusedInanonconosveenvronmere -TONAL TRANS I D: LINK design loads be applied to any component. 5.a are Design ssfor ucondition" lullllbeearringg use . 5.CompuTms has no control over and assumes no responsibility for the necessary. at all supports shown.Shim or wedge if f fabrication,design is furnished shipment and limitations oa components.h 7.Plates hallassumes adequate one othi face is provided. January 181 20 1 7 6.This design is furnished wbject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicete sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by , PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-315) 1529 3- 7=(-383) 261 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1819) 410 7- 8=(-129) 1002 7- 4=(-131) 632 3- 4=(-1591) 412 8- 6=(-307) 1532 4- 8=(-128) 645 LOADING 4- 5=(-1594) 425 8- 5=(-387) 258 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1816) 422 BC LATERAL SUPPORT <= 12200. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" 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" -220/ 1334V -127/ 141H 5.50" 2.13 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0" -131/ 1091V 0/ OH 5.50" 1.75 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.063" @ 17'- 1.9" Allowed = 1.254" MAX TL CREEP DEFL = -0.149" @ 17'- 1.9" Allowed = 1.672" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 13-00 13-00 ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=1.6, 6-09-04 6-02-12 6-02-12 6-09-04 Truss designed for wind loads f f f f f in the plane of the truss only. 12 12 6.00 M-4x6 Q 6.00 4.0" ❑ 4 Q y �r �d RROpt ,. `�4 �OIN�$� <0 M-1.5x3 Q $9200PE �r" M-1.5x3 5 / m V:, OREGON Ott no a 7c ,r -Bv i EXPIRES: -..- 0 1 M-3x5 M-3x4 0.25" M-3x5 6 12/31/2017 M-5x8(5) l y l 8-10-03 8-03-11 y l 8-10-03 2-00 26-00 y �- o *As '�3 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - C2 `' A Scale: 0.2426 " s� WARNINGS: GENERAL NOTES, unless otherwise noted: -e/ • Truss: C2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters sinews and Is for an Individual t, and Warnings before construct on commencesbuilding component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building tlesgner. � 2 Design assumes the toas / 3.Additional temporary bracing to Insure stability during construction 9 p and bottom chords to be laterally braced at r�t 51398 Is the responsibility of the erector.Additional permanent bracing of 2'o.c and at l0 oc respectively unless braced throughout their length by ,fp DATE: 1/18/2017 the overall structure is the responsibility of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) .. Y 3 ?KlmpeGbrtlgngarlateralbracmgrequredwhereshown++ GjS,'j',L „4f� SE K2767034 4.No load should be applied to any component until after all bracing and 4 !negation of truss is the re 41 Y 4 fasteners are complete and at no time should an loads Design assume" re sponsibility use of the non-corrosive contractor. p y greater than 5 Des trusses"re tube used na non cortosve env ronmelR, �� �r TRANS I D: LINK design loads be applied to any component and are for"dry condition"or use. T� 5.CompuTrus has no control over and assumes no responsibility for the 8 Design essaassumes full bearing at all supports shown.Shim or wedge if fabrication,handling.shipment and installation of components. ry. Plteashellbgn eacdeduotaothinageisprovi. January 18,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces eggs.and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digins indicate see of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate desgn values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 101 2- 7-(-315) 1529 3- 7-(-383) 261 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-1814) 410 7- 8=(-129) 1002 7- 4=(-131) 632 WEBS: 2x4 DF STAND 3- 9=(-1591) 412 8- 6=(-307) 1532 4- 8=(-128) 645 LOADING 9- 5=(-1599) 425 8- 5=(-387) 258 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1816) 922 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF OVERHANGS: 29.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -220/ 1334V -127/ 141H 5.50" 2.13 OF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0" -131/ 1091V 0/ OH 5.50" 1.75 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: Lt.-L/290, TL-L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.063" @ 17'- 1.9" Allowed = 1.254" MAX TL CREEP DEFL = -0.199" @ 17'- 1.9" Allowed = 1.672" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 13-00 13-00 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 4 ' T load duration factor=l.6, 6-09-04 6-02-12 6-02-12 6-09-04 Truss designed for wind loads 1' '( .' ,f T in the plane of the truss only. 12 12 M-4x6 Q 6.00 6.00 1:7' 4.o" TELT PROFt 911 � ��• GINE� /� - 89204PE r M-1.5x3 1 M-1.5x3 3 5 7 4OREGON 4.,/� 41.4 O vu -sa Qi - 0.2.15" B M-3x5 **6 : y p Io 1 M-3x5 M-3x4 0 EXPIRES: 12/31/2017 M-5x8(S) l )- 1 b 8-10-03 8-03-11 8-10-03 k l b 2-00 26-00 .., d WAS1,44,71÷ JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - C3 .,. % � ' Scale: 0.2926 • • _ Alleld WARNINGS: GENERAL NOTES, unless otherwise noted: `/ ✓ 1.Builder and erection contractor should be advised Vali General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: C3 and Warnings before construction commences building cp t Applicability of design parameters and proper "u 2.2x4 compression web bracing must be installed where shown+. incorporation fcomponentla the responsibility of the building designer. / • 3.Additional temporary bracing tonsure stability during construction 2.Design assumesthetop and bottom chords to Be laterely braced at $0 51348 'Y s the responsibilityf the erector Additional t Crecing of z e.c.and t 10 respectively unless braced throughout the r length by opermanent continuous sheathing such as plywood uheathmg(TC)and/or drywall(BC) iGcr. �'LP"' DATE: 1/18/2017 the overall structure is the responsibility of the building des goer 3.2x Impact b ndg g lateral bracing required where shown++ a2 SEQ. : K2767035 4.No load should be applied to any component until after allbracing and 4.Installation oftruss Isthe responsibility ofthe respective contractor y ''t° 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, As'...L' TRANS ID: LINK design loads be applied to any component. Designand gfssumesdry condition"lleag at a. 5.CompuTrus has no control over and assumes no responsibility for the a necessary. fabrication,hisfs,shipment and installation maof compoheyts. T.Design assumes adequate drainage is truss. January 18,201 7 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in BCSI.copies of which will be famished upon requestlines coincide with Joint center lines. 9.Digits indicate sae of plate in inches. y MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) • This design prepared from computer input by 3,- PACIFIC PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 21'– 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce–resisting BC: 2x9 OF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 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), Unbalanced live loads have been TOTAL LOAD = 92.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. 4 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTruS gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 10-06 10-06 T 1' 12 6.00 IIM-9x9 12 3 Q 6.00 0,6 ,� NGINE ,,ce, /Q • iy - _2D0PE 1— rn to m /////////////////////////////U///////////////////1L/C/ ' o 1 M-3x5(5) 7L'/ 4,� __.� Dt 4" '� y)„' 14 Se'. P M-3x4 . 4AeRRILx y y EXPIRE&, 12/31/3(117 . 10-06 10-06 )• .' 2-00 21-00 y 40 4,V JOB NAME : LENNAR 2892—A — - ? MARQUAM AMERICAN D1 �/ ° r�,�o,, ,y, Scale: 0.3803 .4,t:,. .,-,;.0: 0';� WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: Dl and Wamngs before construction commences building component.Applicability of design parameters and Inco tiof component is the responsibilityproper / 2.2x4 compression web bracing must be Installed where shown 4 rpore n ponen of the bulldog tlestgner. /�r'�l.'/ - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .srQ� -5198, L,e4, is the responsibility of the erector.Additional permanent bracing of 2oc.and at 101oc.respectvety unless braced throughout their length by 'ter DATE: 1/18/2017/2 017 continuous sheathing such as plywood sheathing(TC)and/or drywall(B1). / the overall structure s the responsibility of the budding designer. 3 2x impact bridging or lateral bracing required where shown..a % -' LIST }' • '� ' SEQ. : K2 7 6 7 0 3 6 4.No load should be applied to any component until after all bracing and 4 Installatlon of truss s the responsibility of the respective contractor. S �G} fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non cormsrve environment. �•s tles I tla be a and are for dry condition of use. Qj1jAj,.�'.. TRANS I D: LINK gn oa applied to any component 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no respcnablllty for the fabrication,handling, necessary. - shipment and installation of components. T.Design assumes adequate drainage is provided. 8January 18,20 17 .This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center 1 TPII'NTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 1LE 7.6.8 - 9.Digits Indicate size of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF Ol&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7=(-285) 1158 3-7=(-357) 258 BC: 2x9 DF #1&BTA SPACED 24.0" O.C. 2-3=(-1384) 364 7-6=(-279) 1161 7-4=( -91) 593 WEBS: 2x4 DF STAND 3-4=(-1032) 290 7-5=(-363) 254 LOADING 9-5=(-1033) 257 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1387) 373 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" 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" -155/ 1127V -98/ 109H 5.50" 1.80 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 0.0" -105/ 881V 0/ OH 5.50" 1.41 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.096" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.039" @ 10`- 6.0" Allowed = 1.004" MAX TL CREEP DEFL = -0.092" @ 10'- 6.0" Allowed = 1.339" MAX HORIZ. LL DEFL = 0.019" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 20'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 10-06 10-06 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'I '1' load duration factor=l.6, 5-06-04 4-11-12 4-11-12 5-06-04 Truss designed for wind loads f T ' T T in the plane of the truss only. 12 12 6.00 p I IM-4x4 Q 6.00 44N - EPRop - % ca- 89200:PE <' M-1.5x3 M-1.5x3 3 5 p 7 40,OREGON A4�� I z ' 7 0.25" M-3x4 6 0 0 1 M -3x4 M-5x10(s) EXPIRES: 12/31/2017 y y b 10-06 10-06 k l )' 2-00 21-00 1a. L B A sv WAS max?, JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - D2 '�� a;-. ' ekr..., Scale: 0.2828 C �`\ O WARNINGS: GENERAL NOTES, unless otherwise noted: - %` / I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual J Truss: D2 and warnings before construction commences building component Applicability of design parameters and proper rip 2.2x4 compression web bracing must be nstalled where shown•v incorporation of component Is the responsibility of the building designer. (4''', 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterely braced at _ `r C 1398 k s the responsibility of the erector.Additional permanent bracing of 7 o and at 10 h.c.such unless braced(TC) d/their lengthy J 7 continuous sheathing such as plywood sheathing(TC)s and/or drywall(eC) � �'S,'IS.s.�'} DATE: 1/18/2017 the overall structures the responsibility of the building desgner. 3.20 Impact bridging or lateral bracing required where shown a+ a33�a SEQ. : K2767037 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4.5:$ fasteners are complete and at no bee should any loads greater than 5.Design assumes trusses are to be used in non-corrosive environment, ZONAL'.0C-I' TRANS ID: LINK design loads be applied to any component. and are for assumes lbease supports wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Designaf Il beam t all su hs shown.Shim or if ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January �8 20�7 5.This design is furnished subject to the limitations set forth by A Plates shall be located on both faces of Miss,and placed so their center TPIA NTCA in BC51,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate In Inches. t MiTek USA,Inc./CornpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7=(-285) 1263 3-7=(-369) 258 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND 2-3=(-1339) 357 7-6=(-252) 1221 7-4=( -83) 548 3-4=( -986) 233 7-5=(-299) 231 LOADING 4-5=( -984) 248 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+SL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1284) 347 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger LL = 25 PSF Ground Snow (Pg) g specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -153/ 1107V -700/ 700H 5.50" 1.77 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -102/ 860V -700/ 700H 5.50" 1.38 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacingj AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.035" @ 10'- 6.0" Allowed = 0.979" MAX TL CREEP DEFL = -0.081" @ 10'- 6.0" Allowed = 1.306" MAX HORIZ. LL DEFL = -0.019" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.029" @ 0'- 5.5" ICONS. 3: 700.00 LBS SEISMIC LOAD. 10-06 Design conforms to main windforce-resisting / 10-00 system and components and cladding criteria. 5-06-044-11-12 4-11-12 5-00-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 HM-4x42 6.00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 .f-,f 1. p C M-1.5x3 M-1.5x3 �. 8920Q.PE 9f 3 7 ,OREGON ox �e M-3x5 M /� q1 14 2.-C4� P. r- MER R I I-� 0 o I is 6 0 0 1 M-3x4 7 0.25" M-5x10(s) EXPIRE&-.. 12/31/2017 ), y y 10-06 10-00 l > 2-00 20-06 y 8 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - D2SDRAG0 Scale: 0.2950 e ;,.'� � WARNINGS: GENERAL NOTES, unless otherwise noted' dray ' p y 9p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual `,. Truss: D2SDRAG and Warn:tgs beforn construction commences. building com MA Applicability 2.2x4 tom b bracing P°^e DD H of design parameters and proper 7,<+// pression we g must be nsta lied where shown+ Design as on of component Is the responds lily of the building designer. /�,/ bracing insurestabilityduring construction Oes gn assumes the top and bottom chords to be lateral braced at 3. temporaryAtldfonaltostebll �' 139 is the responsibility of the erector.Additional permanent bracing of 7 o c and at ICY a c respectively unless braced throughout their length by 1 DATE: 1/18/2017 the overall structure s the responsibility of the building designer. continuous sheathingor such as acing required ng(TC)and/or tlrywall(BC). O, 51+y„ [t�. 3.2x Impact bridging or lateral bracing Iretl where shown++ -fo Y' Y 4.No load should be applied to any component until after all bracing and 4 Installation of truss re Na re � ` SEQ. : K2767038 fasteners are complete and atnotime should any loads greater than 5.Design assumes trusses are tobebulsee of the r i� design I ds be a y component. antl are for d condition"of use. IQNALf+ TRANS I D: LINK gn oa applied to an8.Design assumes full bearing at all supports shown.Shim or wedge a 5.CompuTrus has no control over and assumes no responsibility for thene.eery fabrication,handling.shipment and installation of components. Design assumes adequate drainage is provided. 6.This designs furnished subject to the limitations set forth by a Plates shell be located on both faces of truss,and placed so their center January 18,2017 TPIANlCA in BCSt.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./CornpvTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 18-06-04 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6936) 1424 1- 6=(-1222) 6056 6- 2=( -370) 1958 BC: 2x6 DF SS 2- 3=(-4664) 998 6- 7=(-1210) 6000 2- 7=(-2214) 506 WEBS: 2x9 DF STAND LOADING 3- 9=(-4662) 998 7- 8=(-1128) 5600 7- 3-) -814) 3848 LL = 25 PSF Ground Snow (Pg) 4- 5-(-6630) 1360 8- 5=(-1138) 5652 7- 4=(-1748) 410 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 4- 8=( -346) 1838 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 206.5)+DL( 160.4)= 366.9 PLF 0'- 0.0" TO 20'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 1,-- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -909/ 4417V -91/ 91H 5.50" 7.07 DF ( 625) 20'- 6.0" -912/ 4417V 0/ OH 5.50" 7.07 DF ( 625) nails staggered: n/ 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR DS ACSF LIVE LOAD. TOP /yvx\ 9" oc in 2 row(s) throughout 2x4 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.081" @ 10'- 6.0" Allowed = 0.979" MAX TL CREEP DEFL = -0.192" @ 10'- 6.0" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.026" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.044" @ 20'- 0.5" 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, 10-06 10-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, fTruss designed for wind loads 5-10 4-08 f 4-08 f 5-04 f in the plane of the truss only. 12 12 6.00 M-4x6 Q 6.00 4.0" 3 ,moi( � PR/Pc �'S M-3x6 M-3x5 2 4 4�� ::C2lN::E ib9 # 7 OREGON �� M-5x10 Q . �1A 14jsQ P ro �t I'I �! /11$ _1_ I x 6 7 S 5 t 1 0.25" o M-3x6 M-3x6 M-6x8 M-7x8(S) EXPIRES: 12/31/2017 J, y y b 4, 5-08-04 4-09-12 4-09-12 5-02-04 b 4. 20-06 RWZ Wes " 'ti'' JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - DGIRDF �a Scale: 0.3128 / .a V,-,20 .p O WARNINGS: GENERAL NOTES, unless otherwise noted. ( �- / 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and a for an iindividual / Truss: DGIRD and Warnings before construction commences. building component Applicability ofdesgn parameters and proper iiTr 2.2x4 compression web bracing must be totalled where shows incorporation of component is the responsibility of the building tleagner. i/ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced al • '1 51398 a` Is the responsibility of erector.Additional permanent f 7o.c and at l0oc respectively unless braced throughout ther length by 'V pons yo permanen go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ' GISTS ,.Y DATE: 1/18/2017 the overall structure is the responsibility of the budding designer. 3.N Impact bridging or lateral bracing required where shown++ 'GIS.Te'.' �'4 SEQ. : K2767039 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. r/� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �`4°NAL'- TRANS ID• LINK design loads be applied to any component. '- and are los dry full b'an 9use. 5.CompuTrus has no control over and assumes no responsibility for the fi Designa assumes full bee Mg at all supports shown Shim or wedge if ry fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. January 8,LO 7 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANICA in 8001,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. j MiTek USA,Ino./CornpuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1950(MiTek) X. This design prepared from computer input by / Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 18'— 7.0" GOND. 2: Design checked for net(-5(— psf) uplift at 24 "oc spacing.) TC: 2x4 DF 9l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12-03-07 6-03-09 T > 12 6.00 17- M-3x5(S) 00 i� �GINE-,�� /0 Q 89200PE �r 7 ,OREGON �� `r® q 141' @' . o . RRILL 0 O 3 EXPIRES: 12/31/2017 04-3x4 y 18-07 y 4-srO WABNr• JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - El ` Scale: 0.3411 /(E ,;i•. Q WARNINGS: GENERAL NOTES, unless on the otherwise noted' s ' Truss El 1.Bustler and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown ands for an individual and VVam ngs before construction commences building component Applicability of design parameters and proper ' 2.2x4 compression web bracing must be installed where shown+, incorporation of component s the responsibility of the building designer. �/r 2.Design assumes the top and bottom chords to be laterally braced at /C ((���j 3.Additional temporary bracing to stablitytluringconstruction2'ac and at10 o.c respeclvelyunlesbracedthroughouttheirlengthby 51370 '�V Is the responsibility of the erector.Additional permanent bracing of continuous sheathing DATE: 1/18/2017 the overall structure's the responsibility of the building designer. such as plywood sheath ng(TC)and/or drywxll(BC) 3 2x Impact bridging or lateral bracing required where shown++ Q SEQ.: K2767040 4.No load should beapplied toany component until after all bracngand 4 Instaliatonoftrussthe re responsibility of O � k apon ya respective oontraaor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for drycolibon arose. QNAT+ _ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assures full bearing at all supports shown.Shim or wedge If shipment necessary. '..- fabrication,handling, pmenl and installation of components. 7 Design assumes adequate drainage is provided. 6.This design is tum:shad Subject to the l:mptat:ons sat forth by 8.Plates shall be located on both faces of truss,and placed so their center January 18,2017 TPINVCCA in SCSI,copies of which will be famished upon requestlines coincide with joint center lines. 9Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E . 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 7.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1150) 293 1-6=(-430) 978 2-6=(-349) 229 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=( -173) 187 73) 254 6-7=(-271) 522 6-3=(--37) 576 WEBS: 2x4 DF STAND; 184 2x4 DF #1&13TR A LOADING 9-5=( 0) 0 7-4=(-175) LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -93/ 780V -137/ 350H 5.50" 1.25 DF ( 625) 18'- 7.0" -126/ 813V 0/ OH 5.50" 1.30 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.026" @ 6'- 5.9" Allowed = 0.883" 6-06-11 5-10-05 5-10-04 0-03-12` MAX BC PANEL TL DEFL = -0.062" @ 4'- 3.5" Allowed = 0.588" .fI MAX HORIZ. LL DEFL = -0.012" @ 18'- 1.5" 12 M-1.5x3 MAX HORIZ. TL DEFL = 0.017" @ 18'- 1.5" 6.00 q lerlisindell ms tomainwindforce-resistingytm mponents and cladding criteria. co Wind: 4ph3.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o AlHe ), Enclosed, Cat.2, Exp.e, MWFRS(Dir), oddun factor=l.6, ners) a e exposed to wind, M-5x6(5) ed for wind loads in the plane of the truss only. 0. ,g ftp PROFF M-1.5x3 � 89200PE iii/li 9 OREGON ,o 00 RR11a�-6P 0 1 '7 M-3x4 M-3x4 M-3x4 EXPIRES: 12131/2017 b ). 1 9-06-12 9-00-04 ; l 18-07 L WAS '14?, JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - E2 0j '''''0' '''P Scale: 0.3055 / ' /. 4 WARNINGS: GENERAL NOTES, unless otherwise noted: L ) 1 bolder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and s far an individual a ' Truss: E2 and Warnings before construction commences building component Applicability of design parameters and proper �r Incorporation of component Is the responsibility of the bolding designer. ler vy 2 2x4 compression web bracing must be Installed where shown+ 2 Design assumes the top and bottom chords to be laterally braced at '-14 51398 '1' 3 Additional temporary bracing to insure stability during construction T o c.and at 10 o.c respectively unless braced throughout their length by ,+ ,(! is the respons blsy of the erector.Additional permanent bracing of continuous sheathing such as plywood shealhng(TC)and/or drywall(B0) - T DATE• 1/18/2017 the overall structures the responslbifty of the bolding desgner. 3 21,Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4.Installation of truss ss Is the responsibility of the respective contactor SEQ. : K2767041 fasteners are complete and atno1meshouldanyloadsgreaterthan 5 Design assumes trusses are to beusetlnanoncorreaveenvironment 1I01VAL I design loads be applied to any component and are for'dry condition"of use TRANS ID" LINKpupons b e Design assumes full bearing at all supports shown.Shim or wedge if 5.Com Trus has no control over and assumes no res bili kr the necessary1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January �8r2Q�7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '! TPINdrCA in BCSI,copies of which will be/umished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate In inches. 1 MiTek USA,Ino./CumpcTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mire%) This design prepared from computer input by S PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-57) 77 3-5=(-182) 177 BC: 2x4 of #1&BTR SPACED 24.0" O.C. 2-3=(-128) 104 WEBS: 2x4 DF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -129/ 549V -44/ 122H 5.50" 0.88 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.0" -30/ 240V 0/ OH 5.50" 0.38 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 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 = 0.090" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.096" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.086" @ 2'- 11.9" Allowed = 0.366" 5-07-04 0-03-12 MAX TC PANEL TL DEFL = -0.096" @ 3'- 0.0" Allowed = 0.549" MAX HORIZ. LL DEFL = 0.001" @ 5'- 7.3" 12 6.00 Refer to Computrus Standard M-1.5x3 MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.3" Gable End detail for complete 4 -/ specifications. 3 Design conforms to main windforce-resisting 011 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. on 0 E© PROF M ca- NE GIN $ c S'j, ' °� 9 92QOPE r IR 7 0 2►-� ►15 M-3x4 M-1.5x3 , OREGON D, ,,,,g y y )' M�RR11-�4' 5-07-04 0-03-12 )' ; J, EXPIRES: 12/31/2017 2-00 5-11 , i. 48,Y<Qv WAS ti JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - Fl „, '�",p Scale: 0.5875 •vf Q ,` WARNINGS: GENERAL NOTES, unless otherwise noted: `' 1 1.Builder and erection contractor should be advised of all General Notes 7 This design Is based only upon the parameters shown and Is for an individual f Truss: Fl and Warnings before construction commencesbuilding component.Applicability or design parameters and proper 2.2x4 compress on web bracing must be instated where shown+ incorporation of component is the responsibility of the balding designer. at 3.Additional temporary bracing tonsure stability during construction 2.Design tBes o.the top and bosom chords to be laterally brecetlen �'t' ' Is the responsibility of the erector.Addtional permanent bracing of To..and at to'o c respectively unless braced throughout their length by 40,51'39.1.-n DATE: 1/18/2017 the overall structures the responsibility of the building desgner continuous sheathing such as plywood aired ng(TC)and/or drywall(SC). p �TST$R 4.No load should bea led to an component all bracing 3.Dll pact bridgings or lateral bracing required where shown++ f SEQ. : K2767042pp otim p nen gand 4.Installation oftruss sthe restonsibiltyoinanorespective contractor *� fasteners are complete and at no time shrub any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ITAL TRANS ID: LINK design loads be applied to any component and are for dry condition"or use. IJ l�C1 1d 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full Dearing at all suppods shown.Shim or wedge if fabrication,handling,shipmentcomponents. necessary. - g, aotheliaitatinssatt ts. 7.Designassumes adequate donbadrainage isprovided. January 18,2 17 6.This design Is Nmished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPIIWTCA 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,Ina./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see EOR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) O) 101 2-5=(-57) 77 3-5=(-182) 177 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-128) 104 WEBS: 2x4 DF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" O'- 0.0" -129/ 549V -44/ 122H 5.50" 0.88 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.0" -30/ 240V 0/ OH 5.50" 0.38 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed 0.267" MAX TC PANEL LL DEFL = 0.086" @ 2'- 11.9" Allowed = 0.366" 5-07-04 0-/03-/12 MAX TC PANEL TL DEFL = -0.096" @ 3'- 0.0" Allowed = 0.549" MAX HORIZ. LL DEFL = 0.001" @ 5'- 7.3" 12 M-1.5X3 MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.3" 6.00 4 -/ 3 Design conforms to main windforce-resisting system and components and cladding criteria. II Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. l 0 in ,ra'S - GINEF S (5> 09 0 m $9200PE v T /- 21111.--- 11 ►5 M-3x4 M-1.5x3 1 -01 . �OREGON�� 1� ,,Q; _'9I,',1 `Zl3 _ MSR R 10-�' b 1 1 5-07-04 0-03-12 y )'' y EXPIRES: 12/31/2017 2-00 5-11 R L 4 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - F2 .,0,,0 Scale: 0.5675 , ,', • WARNINGS: GENERAL NOTES, unless otherwise noted: �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 Truss: F2 and Wam ngs before construction commences building component.Applicability of design parameters and proper 2 2x4 compression web bracing must be Installed where shown incorporation of component Is the responsibility of the building designer. Ter 3.Additional temporary bracing to Insure stability during construct on 2.Des gn assumes the top and bottom chords to be laterally braced at • �) Yj'�S 1348 s the responsibility of the erector.Additional permanent bracing of T o c and at 10 o c respectively unless braced throughout their length by 70 ( 1 DATE: 1/18/2017 the overall structure s the responsibilityf the build n des continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC) �'j� ' "O'i .�.p' #' o g gner. 3.2z Impact bddging or lateral bracing required where shown • T'L' • I i `A`1`Ft.` 4.No load should be applied to any component until after all bracing and 4.Installation attomss the responsibility ofthe respective contractor. S44,44_ 4a SEQ. : K2767043 fasteners are complete and at no time should any loads greater than 5.Design assumestrussesaretobeusedInanon-corrosveenwmnment, 4UNAT, design loads be applied to any component. and are for dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8 esgn assumes full bearing at all supports shown.Shim or wedge if _ necessary fabrication,handling,shipment and Installation of components. 7.Degn assumes adequate drainage is provided. January H,no 7 8.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/1/RCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.0" TC: 2x9 DF #1&BTR IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 LOAD DURATION INCREASE = 1.15 1-2=(-126) 107 1-4=(-57) 76 2-9=(-185) 173 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=( -10) 5 STAND 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES TOTAL LOAD = 92.0 PSF 0'- 0.0" -30/ 259V -92/ 1066 5.50" 0.91 DF ( 625) 5'- 11.0" -37/ 293V 0/ OH 5.50" 0.39 OF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psi£) uplift at 29 "oc spacing.' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.088" @ 2'- 11.9" Allowed = 0.366" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.100" @ 3'- 0.0" Allowed = 0.599" MAX HORIZ. LL DEFL = 0.000" @ 5'- 7.3" 5-07-04 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 7.3"` f I f 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -99load duration factor=l.6, 2 End vertical(s) are exposed to wind, Truss designed for wind loads 141 .1111 III in the plane of the truss only. co I � GINE . 4 89200PE of to l► 9 -• M-3x4 M-1.5x3 9et ,OREGON �4/ <0 .�Y 14 SC1'� R R;I0-4'�` y y y __ 5-07-04 0-03-12 y y EXPIRES: 12/31/2017 5-11 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - F3 Scale: 0.5460 � �� v` 2.204 compression web bracing must be installed where shown+ WARNINGS: GENERAL NOTES, unless otherwise noted. - TrussF3 Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and Is for an individual a' and Wamings before construction commences building component Applicability of design parameters and proper / incorporation of component is Neresponabilty of the building designer. / I 3.Additional temporary bracing to insure sits b:ley during construct on 2 Design assumes the tap and bottom chorda to be laterally braced at ! Is the respons billy of the erector.Additional permanent bracing of Go d and at 70 o c respectively unless braced throughout their length by l'34 DATE: 1/18/2017 the averellsWcture is the raspansbIdy of the building designer continuous sheathing such as plywood shealhmg(TC)and/ar drywall(BC). 4.No load should be applied' to a 3.2v Impact bdtlg ng or lateral bracing required where shown++ Q GIsTs ,4a"' 4'' SEQ. : K2767044any component until after all bracing and 4 Inetallatbn of busss the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be uced In a non-corrosive environment, Cl TRANS ID: LINK design loads beapplied toany component. and are for grassutlrycentllon Dross. S QNA 5.CompuTrus has no control over and assumes no responsibility for the 6.Oecessa assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary 6.The design is furnished subject to the limitations set forth by 8.Designassumesbe oneoth face is truslse and January 1��2�17 8.Plates shall located on both faces of truss,and placetl so their center TPI/MCA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 7.6.8(1 L)-E 9.Digits Indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) S r Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 Centerplate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 y I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury IEDimensions are in ft-in-sixteenths. 11.4b‘. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1116" wide truss spacing,individual lateral braces themselves 4 milmlEmmillmilmmim O may require bracing,or alternative Tor I � p bracing should be considered. riMAIIIIIp 3. Never exceed the design loading shown and never � Ustackmaterialsoninadequatelybracedtrusses.4. Provide copies of this truss desin to the building For 4 x 2 orientation,locate OIiikillIFIAMIlbi 7-8 c6-7 C5-6 OF designer,erection supervisor,property owner and plates 0- 1/16"from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20120 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. i� Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 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. ILI g* reaction section indicates joint 17.Install and load vertically unless indicated otherwise. II 11. I.IIIII number where bearings occur. ►� Min size shown is for crushing only. 11.1111=el 18.Use of green or treated lumber may pose unacceptable vis.---ii � environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and not picturessufficient.)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTek® 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013