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Plans MSr2o0.0°L{3o 121g° Stg ch,a441er Dt2 OFFICE COPY MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 193898 RIVER CITY CONTRACTING RECEIVED NOV 272019 . CITY OF TIGARD BUILDING DIVISION The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Trus-way Inc. Pages or sheets covered by this seal: K6689327 thru K6689333 My license renewal date for the state of Oregon is December 31,2019. Nf'1 NEER /e29 89200PE 4-/.0'‘.7'./)' ,,_OREGON\� 10 'O '9y 14, 20 4 M1-4:10r1faialit‘—m �RRI�L Q' September 20,2019 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply RIVER CITY CONTRACTING K6689327 193898 A01 California Girder 1 1 Job Reference(optional) Trus-Way, Vancouver,WA-98661, 8.320 3 Aug 28 2019 MiTek Industries,Inc. Fri Sep 20 16:49:27 2019 Page 1 I D:nBjdyl I6h HgXYd nV iPbae3yciKE-DCLPIa885EPJkJU EdB?z47hcpzrmUX_VZE2zgRybgmM -2-0-0 3-1-0 3-10-3 5-1-13 5-11-0 9-0-0l 11-0-0 2-0-0 I 3-1-0 0-9-3 1-3-10 1 0-9-3 l 3-1-0 2-0-0 Scale=1:24.7 6x6 ..-% 4x6 a 4.00 112 C . • �/R I ,r. 40111111111Lft. E B t .r O _'� 1 i ' I Y " ``. 8 F Io A T H U V G W NAILED NAILED NAILED NAILED 3s6 = 2x4 II 3x6 = 3x6 = 3-1-0 5-11-0 9-0-0 I 3-1-0 f 2-9-15 I 3-1-0 I Plate Offsets(X,Y)- [B:0-0-13,Edge],[C:0-3-0,0-1-12],[E:0-0-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 G-H >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.05 G-H >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.01 E n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-MP Wind(LL) 0.01 G-H >999 360 Weigbh4lIbt: FT=8% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except C-D:2x6 DF SS G 2-0-0 oc purlins(6-0-0 max.):C-D. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=582/0-5-8,E=582/0-5-8 Max Horz B=27(LC 55) Max Uplift B=-142(LC 12),E=-142(LC 12) Max Gray B=752(LC 34),E=749(LC 34) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-1159/81,C-D=-975/79,D-E=-1058/80 BOT CHORD B-H=-32/1087,G-H-42/1080,E-G=-45/968 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;Enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr-25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.10,Lu=50-0-0 �E<) P R 0 4)Unbalanced snow loads have been considered for this design. ( F 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangsc,s F�s�O2 non-concurrent with other live loads. \ 6)Provide adequate drainage to prevent water ponding. 7)Plates checked for a plus or minus 4 degree rotation about its center. ,, 7:9;2101%lc,E; P E sr' 8)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -AP will fit between the bottom chord and any other members. i 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)One R17 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)B and E.This connection is for Q (r uplift only and does not consider lateral forces. 9 OREGONbt mak/ 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. G/ 4'9 Y 2�'\ 13)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe nails per NDS guidlines. Q 1 4 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)137 lb down and 69 lb up at /1/ R p ' �� 3-11-4,and 137 lb down and 69 lb up at 5-0-12 on top chord. The design/selection of such connection device(s)is the rt R tL� responsibility of others. 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). EXPI RES: 12-31-2019 LOAD CASE(S) Standard September 20,2019 Continued on Daae 2 i mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIl-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 fusses and truss systems,see ANSVTPN Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply RIVER CITY CONTRACTING K6689327 193898 A01 California Girder 1 1 Job Reference(optional) Trus-Way, Vancouver,WA-98661, 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 20 16:49:27 2019 Page 2 ID:n8jdyl I6hHgXYdn ViPbae3yciKE-DCLPIa885EpJ kJ UEdB?z47hcpzrmUX_VZE2zgRybg mM LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-56,C-D=-56,D-F—56,I-L=-20 Concentrated Loads(Ib) Vert:Q=-96 R=-96 T=-18(F)U=-16(F)V=-16(F)W=-18(F) t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 501-7473 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/TPN Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information avaiable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply RIVER CITY CONTRACTING K6689328 193898 R01 CORNER RAFTER 4 1 Job Reference(optional) Trus-Way, Vancouver,WA-98661, 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 20 16:49:33 2019 Page 1 ID:n8jdyll6hHgXYdnViPbae3yciKE-1 MihZdDug4ZSSEyOzR6NKOxaWOxbuGjNxAVHl4ybgmG -3-2-0 5-6-13 6-3-10 3-2-0 5-6-13 0-8-13 i Scale=1:18.1 NAILED 5x6 \\ C D 3x4 % MM 2.83 12 NAILEDd 3x4 ----= NAILED .( V +o-g-1 F V 3x10 = E - - ..... 00600000000011111111111111L 4 I B 00111.0 - A _ 5-6-13I 1 5-6-13 2- Plate Offsets(X,V)- [B:0-0-8,0-0-5),[C:0-3-0.0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.02 B-C >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.00 Vert(CT) 0.04 B-C >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 C n/a n/a BCLL 0.0 BCDL 10.0 " Code IRC2015/TPI2014 Matrix-MP Wind(LL) -0.04 B-C >999 360 Weight:21 lb FT=8% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=348/0-7-6,C=134/0-2-2 Max Horz B=97(LC 8) Max Uplift B=-238(LC 8),C=-65(LC 9) Max Gray B=406(LC 2),C=165(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp B;Enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Plates checked for a plus or minus 4 degree rotation about its center. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Bearing at joint(s)B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ,i),0:1 P R c capacity of bearing surface. COFC 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)C. .`�(,NGI N EFO n (r�A 9)One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)B and C.This connection is for , ,77 -v uplift only and does not consider lateral forces. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)C. '9 11)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. '9200P 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4/ LOAD CASE(S) Standard '/ e • 4511* 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) OREGON � Vert:A-D=-56 y4- 4 , O �t` Concentrated Loads(Ib) Q 14, 20 A4 Vert:C=-13(B)F=57(F=24,B=33) �` EXPIRES: 12-31-2019 September 20,2019 t / ®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 ` 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/TP/1 Quality Criteria,058-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply RIVER CITY CONTRACTING K6689329 193898 J01 Jack-Open 4 1 Job Reference(optional) Trus-Way, Vancouver,WA-98661, 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 20 16:49:31 2019 Page 1 I D:n8jdyl l6hHgXYdn ViPbae3yciKE-5zaw8xBe9TJkCwo?s04vFzslua ETQMD5U sOAzCybgm I -2-0-0 1-10-3 2-0-0 1-10-3 Scale=1:11.4 C 4.00 12 E B \-/ T M 0 F D A ♦ NAILED 3x4 = 3-11-4 3-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.01 B-D >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.11 Vert(CT) -0.03 B-D >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2015/TPI2014 Matrix-P Wind(LL) 0.00 B **** 360 Weight:11 lb FT=8% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=-25/Mechanical,B=267/0-5-8,D=38/Mechanical Max Horz B=54(LC 14) Max Uplift C=-111(LC 18),B=-137(LC 14) Max Gray C=80(LC 45),B=363(LC 18),D=77(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;Enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr-25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 5)Plates checked for a plus or minus 4 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �` P R c will fit between the bottom chord and any other members. ` `D OFC 8)A plate rating reduction of 20%has been applied for the green lumber members. ��` G'NE ss� 9)Refer to girder(s)for truss to truss connections. ! Fn p 10)One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)C and B.This connection is for ` ,7 . uplift only and does not consider lateral forces. �w $ 200 P E 9� 11)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 8 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 'ap • 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Cr Uniform Loads(plf) OREGON G(/ Vert:A-C=-56,B-D=20 G/Q r 4,9 QN Concentrated Loads(Ib) 14, 2- + EXPIRES: 12-31-2019 September 20,2019 I i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/IPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply RIVER CITY CONTRACTING 1(6689330 193898 J02 Jack-Open 4 1 Job Reference(optional) Trus-Way, Vancouver,WA-98661, 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 20 16:49:32 2019 Page 1 ID:n8jdy116hHgXYdnViPbae3yciKE-Z981LHCGwnRbg4NCQkb8nAPSI_at9pTEj WlkVeybgmH -2-0-0 3-10-3 2-0-0 3-10-3 Scale=1:11.6 C 4.0012 Im A 3x4 = 3-11-4 3-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.01 B-D >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.10 Vert(CT) -0.02 B-D >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TPI2014 Matrix-P Wind(LL) 0.00 B "" 360 Weight:14 lb FT=8% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=60/Mechanical,B=298/0-5-8,D=36/Mechanical Max Horz B=75(LC 14) Max Uplift C=-43(LC 18),B=-141(LC 14) Max Gray C=73(LC 19),B=346(LC 18),D=73(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp B;Enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 5)Plates checked for a plus or minus 4 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ` P R t� will fit between the bottom chord and any other members. �`D OFG 8)A plate rating reduction of 20%has been applied for the green lumber members. c•<<(, GINE Os* 9)Refer to girder(s)for truss to truss connections. N F9 10)One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)C and B.This connection is for �? 7 ?- uplift only and does not consider lateral forces. ‘c"' 89200 P E 9t' L � ,�OREGON � �� <O 4y 14, V� �4 /11 EXPIRES: 12-31-2019 September 20,2019 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-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 ANSUIPII Quality Cdteda,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply RIVER CITY CONTRACTING K6689331 193898 SJO1 Jack-Open 4 1 Job Reference(optional) Trus-Way, Vancouver,WA-98661, 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 20 16:49:34 2019 Page 1 1 D:n8jdyl l6h HgXYdnViPbae3yciKE-W YG3mzEXROiJ3OXaX9dcsbUp7nHUdiZXAgEgaXybgm F -2-0-0 1-10-3 2-0-0 1-10-3 Scale=1:8.3 4.00 12 B d A 3x4 = 1-11-4 1-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.00 B >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 B-D >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2015/TPI2014 Matrix-P Wind(LL) 0.00 B **** 360 Weight:8 lb FT=8% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=-15/Mechanical,B=247/0-5-8,D=19/Mechanical Max Horz B=54(LC 14) Max Uplift C=-101(LC 18),B=-148(LC 14) Max Gray C=29(LC 14),B=344(LC 18),D=38(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;Enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=-20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 5)Plates checked for a plus or minus 4 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P D will fit between the bottom chord and any other members. EQ R Qpc 8)A plate rating reduction of 20%has been applied for the green lumber members. NG N EF 06t 9)Refer to girder(s)for truss to truss connections. 10)One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)C and B.This connection is for uplift only and does not consider lateral forces. � 9200PE 9� -4110101V41*--- 4f OREGON�� (Z- <0 /Q *1j' 14, 20 P.�., SER R I O- e' EXPIRES: 12-31-2019 September 20,2019 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wel(' 1WTek' 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 ANSYTPII Quality Criteria,DSB-89 and SCSI Building Component 250(tug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply RIVER CITY CONTRACTING K6689332 193898 A02 Common 3 1 Job Reference(optional) Trus-Way, Vancouver,WA-98661, 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 20 16:49:28 2019 Page 1 ID:n8jdyll6hHgXYdnViPbae3yciKE-hOuoWw9msYxALT3QBuWCdKEnrNCAD_Feoun W MtybgmL -2-0-0 4-6-0 9-0-0 11-0-0 2-0-0 4-6-0 4-6-0 2-0-0 Scale:1/2"=1' 4x6 = C 4.00 12 M N B _ D E Id A Id II, F 2x4 II 3x6 4-6-0 9-0-0 4-6-0 I 4-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) 0.01 F-L >999 240 MT20 220/195 Snow(PNPB) 20.8/30.0 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.03 F-L >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 D n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2015/TPI2014 Matrix-MP Wind(LL) -0.01 F-L >999 360 Weight:33 lb FT=8% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) B=451/0-5-8,D=451/0-5-8 Max Horz B=-28(LC 11) Max Uplift B=-143(LC 14),D=-143(LC 14) Max Gray B=506(LC 2),D=506(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=578/180,C-D=-578/180 BOT CHORD B-F=-55/510,D-F=-55/510 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp B;Enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs �Ep P R AFF non-concurrent with other live loads. C 6)Plates checked for a plus or minus 4 degree rotation about its center. '`` ���N� n s�O 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , ., 7 A� 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide V will fit between the bottom chord and any other members. �� 89200 P E 9� 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)B and D.This connection is for uplift only and does not consider lateral forces. �� 7 A_OREGON � oto 470-47,/ , O �Y14, 2o\ Qi' MRRII.k- EXPIRES: 12-31-2019 September 20,2019 t I r.... mil ®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 MiTekrr)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 properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP17 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply RIVER CITY CONTRACTING K6689333 193898 B01 California Girder 1 1 Job Reference(optional) Trus-Way, Vancouver,WA-98661, 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 20 16:49:30 2019 Page 1 I D:nfjdyll6h HgXYdnV iPbae3yciKE-dnOYxbB009BtbnDpIJZgiIJ73AsTh ujxFCGdRmybgmJ -2-0-0 3-1-0 3-10-3 5-1-13 5-11-0 I 9-0-0 11-0-0 2-0-0 I 3-1-0 1 1 0-9-3 1-3-10 0-9-3 3-1-0 I 2-0-0 Scale=1:24.7 6x6 4x6 4.00 12 C • O &AR • m r u jE•r r? io O �' _- `` �. S F 1`7'2 A � T H U V W _ G Special Special Special Special 3x6 = 2x4 II 3x6 = 3x6 = 3-1-0 5-11-0 9-0-0 I 3-1-0 I 2-9-15 I 3-1-0 Plate Offsets(X,Y)— [B:0-0-13,Edge],[C:0-3-0,0-1-12],[E:0-0-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 G-H >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.05 G-H >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.01 E n/a n/a BCLL 0.0 " Code IRC2015/TPI2014 Matrix-MP Wind(LL) 0.01 G-H >999 360 Weight:41 lb FT=8% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except C-D:2x6 DF SS G 2-0-0 oc purlins(6-0-0 max.):C-D. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) B=582/0-5-8,E=582/0-5-8 Max Horz B=27(LC 55) Max Uplift B=-142(LC 12),E=-142(LC 12) Max Gray B=752(LC 34),E=749(LC 34) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-1159/81,C-D=-975/79,D-E=-1058/80 BOT CHORD B-H=-32/1087,G-H=-42/1080,E-G=-45/968 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;Enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.10,Lu=50-0-0 4�p P R�F�s 4)Unbalanced snow loads have been considered for this design. c 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs ��'i.!_`GI N E�0 s�OA9 non-concurrent with other live loads. v``! l� 6)Provide adequate drainage to prevent water ponding. 7)Plates checked for a plus or minus 4 degree rotation about its center. �Q 2 r 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 92 0 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 410 -+10.!... will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)B and E.This connection is for OREGON CC uplift uplift only and does not consider lateral forces. � 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L� ,QY Qai 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)137 lb down and 69 lb up at Q 14, 2 � \ 3-11-4,and 137 lb down and 69 lb up at 5-0-12 on top chord,and 37 lb down at 2-0-0,33 lb down at 4-0-0,and 33 lb down at iii R R 1 1.-k-5-0-0,and 37 lb down at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. C 14) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). EXPIRES: 12-31-2019 LOAD CASES) Standard September 20,2019 Continued on Daae 2l ORME A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ll 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 M Pe k' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB&49 and BCSI Building Component 250 ugCA Ciir le Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply RIVER CITY CONTRACTING K6689333 193898 B01 California Girder 1 1 Job Reference(optional) Trus-Way, Vancouver,WA-98661, 8.320 s Aug 28 2019 MiTek Industries,Inc. Fri Sep 20 16:49:30 2019 Page 2 I D:n8jdyl leh HgXYdn ViPbae3yciKEdnOYxbBOO9BtbnDpIJZgiIJ73AsTh ujxFCGdRmybgmJ LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C--56,C-D=-56,D-F.-56,I-L=-20 Concentrated Loads(Ib) Vert:Q=-96 R=-96 T=-18(B)U=-16(B)V=-16(B)W=-18(B) t i ammo 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 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,D5B-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3i;" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I ( (Drawings not to scale) Damage or Personal Injury rii= Dimensions are in ft-in-sixteenths. 1116,,,, 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•:1/16" 4 wide truss spacing,individual lateral braces themselves ti may require bracing,or alternative Tor I Mlrligllt lillpipArielop, p bracing should be considered. 11.-Air O3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. o Ai a 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate I— C78 C6-7 Cs a designer,erection supervisor,property owner and plates 0 ''+e'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. 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 �i Trusses are designed for wind loads in the plane of the specified. �� by Indicated theby symbol shown and/orofthetruss unless otherwise shown. by text in bracing section of 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. II 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. "IMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. .� Min size shown is for crushing only. INN NIS K 18.Use of green or treated lumber may pose unacceptable _1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 1V111 ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Te k is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSUTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 r SYS A oN.Ao, � I 0 0 / J R01 --' _ JL01 \ ,{ o SJ01 __- J02 (2)77# SJ01 ' 1 A01 ,. -- ---- - L o o �j o - _ o aC , 7 B01 1 NM 1 2 (2)SJ01 r �` \ _ iJ0 - SJ01 I, CO 1 JL01 :: _ i \ = JR01 (1 P li , o i ��" CD ,Ao 4q......) SYS B J 9-00-00 TOTAL TRUSSES: 29 SF ROOF AREA: 272 i CUSTOMER: PARR LUMBER RALEIGH HILLS PITCH: 4/12 JOB NAME: RIVER CITY CONTRACTING OVERHANGS: 2'-0" (360)750-1470 Vancouver -2---- (503)285-2615 Portland PLAN: 9'x 15'-10"HIP LOADING: 25-7-10 (360)750-1493 Fax JOB NUMBER: 193898 WIND SPEED: 140 r; U 1-877-TRUSWAY Toli Free TRUS-WAYz 3901 NE s8u,street SALESMAN JUSTIN PIERCE 5933 BUILDING EXP: B WWW.TRUSWYAY.COM Vancouver,WA 98661