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Plans (156) -- mi FSA'Af <°; 2 i[7 IU 1 FY. MiTek � A..t z , _ , , . : ....i , MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 161 180 URBAN REVIVAL The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Trus-way Inc. Pages or sheets covered by this seal: K1914754 thru K1914772 My license renewal date for the state of Oregon is December 31, 2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. <(,,40 PROFess ���5 �NG1NEAR / - 89200PE Cr 7 47OREGON� 1 'D `1Y 14 2,0 ,Z.V. ill 'RR1�k- 4' IP,riOr.401.e' April 20,2016 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 12-06-00 38-04-00 V A01 j GE \ \ J W 0 N c o o -- A03 =--- W N GE A08 W I ZQ ao, v CG m 6-04-00 7 m o ' 18.6.STUB 4-18-00 A06 GE Col - _4 1/4"HEEL ,IGE1A07 i Io I , I v M I _I:03(') ;1 I o i O CD N i ';� STR RAKE GE CO3 �• ....�.: •� A10 GE 1- I \ Nr oW o cv o • SOLID BLOCKING BETWEEN \ I' _ __ I o TRUSSES AT 11-1/4'.HEEL IS PROVIDED Nrz w 0 N 0 O R" 0 I iv GE C06 12-01-12 0 18-06-00 6-08-00 24-00-00 O / f o CUSTOMER: URBAN REVIVAL LLC PITCH: 3/12 JOB NAME: SET BACK REVISION OVERHANGS: Varies (360)750-1470 Vancouver (503)285-2615 Portland PLAN: 2239 LOADING: 25-7-10 (360)750-1493 Fax T A1 77-TRUSWAYToII Free JOB NUMBER: 161180 WIND SPEED: 140 i z 3901 NE 68th Street SALESMAN GREG MARTIN BUILDING EXP: B KAVW,TRUSIMY.CDM Vancouver,WA 98661 Job Truss Truss Type Qty Ply URBAN REVIVAL K1914754 1611130 A01 GABLE 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:03 2016 Page 1 I D:hbmBaHs3vxN DeAOPYS9jmozOsDC-VYL7fKVa7aH30ztVn K5_fXy9b0CStYh43ol WXTzOrYM -2-0-0I 23-3-0 38-4-0 2-0-0 23-3-0 15-1-0 Scale=1:64.9 3.00 12 3x6 = RSTUV W 3x6 % Q - 'zs NP X Y 0 S - Z L M - AA J K i0_ - AB AC I - - AD H G AEAF E F _ ' 3x4 II C D = N B A .^.y 8 8 €1- 8 8 8 8 14 § b B 8 rAl B B 8 8 i4 8 8 8 8 8 i4 8 8 9 N C, A A A A A A A A AA A A A A A T A A A A A A A A A A A A A A A A A A A A A A7‘ A A n A A A A A A A A A A A A A A A A A R A A A J BJ BI BH BG BF BE BD BC BB BA AZ AY AX AW AV AU AT AS AR AQ AP AO AN AM AL AKAJAIAHAG 3x4 II 3x6 = 38-4-0 38-4-0 Plate Offsets(X,Y)- [M:0-2-8.0-1-8],IT:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.00 A n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.11 Vert(TL) -0.02 A n/r 90 TCDL 7.0 Rep Stress Ina YES WB 0.07 Horz(TL) -0.00 AG n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2012/TPI2007 Matrix-S Weight:258 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 except end verticals. WEBS 2x6 DF SS G`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. AF-AG:2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 38-4-0. (Ib)- Max Horz BJ=184(LC 14) Max Uplift All uplift 100 lb or less at joint(s)AG,AS,AT,AU,AW,AX,AY,AZ,BA, BB,BC,BD,BE,BF,BG,BH,AQ,AP,AO,AN,AM,AL,AK,AJ,Al,AH except BJ=-109(LC 10),BI=-123(LC 20) Max Gray All reactions 250 lb or less at joint(s)AG,AS,AT,AU,AW,AX,AY,AZ, BA,BB,BC,BD,BE,BF,BG,BH,BI,AR,AQ,AP,AO,AN,AM,AL,AK,AJ,AI, AH except BJ=381(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-BJ=-319/215 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=13ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions P R shown;Lumber DOL=1.60 plate grip DOL=1.60 <�` p fiS 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry SCJ (ji]NE'F. s/© Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)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 1L4 �"7 roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 ¢ 89200PE 5)Unbalanced truss snow loads have been considered ater of mi for this design. 6)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. 7)All plates are 2x4 MT20 unless otherwise indicated. alkOREGON8)Plates checked for a plus or minus 4 degree rotation about its center. p 9)Gable requires continuous bottom chord bearing. �/0 Acy 14 2.O -�� 10) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 0'. 11) Gable studs spaced at 1-4-0 oc. R 1 - 12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13) .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. EXPIRE12,3 /201 14)A plate rating reduction of 20%has been applied for the green lumber members. 15) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AG,AS,AT,AU, April 20,2016 4 AW AX AY A7 RA RR Rr RD RP RP R(; RH Ar) AP AnAN AM Al AK A l Al AH axrpnf lit=thl R.1=1i1q RI=171, 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 MTek®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 Milek' 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 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 URBAN REVIVAL K1914755 161180 A02 Common 6 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:04 2016 Page 1 I D:hbmBaHs3vxNDeAOPYS9jmozOsDC-_IvWtg WCu u Pwd7RiL2cDCIVCyPP WcoPDHSV33wzOrYL -2-0-0I 7-11-6 I 15-7-3 l 23-3-0 I 30-10-13 38-4-0 i 2-0-0 7-11-6 7-7-13 7-7-13 7-7-13 7-5-3 Scale=1:67.1 3.00 12 5x6 = E 6x8 4x6= M F D N \ /114x6 % x4 II G C 10x14 ,i �� rroospB �' A io�.- Y u e N K J O P I H 4x6 = 6x6= 4x6 = 6x6 = 9-8-4 19-1-0 27-5-0 38-4-0 9-8-4 I 9-4-11 8-4-0 10-11-0 i Plate Offsets(X,Y)— [B:0-3-15,0-7-5],[D:0-3-12,0-3-81,fJ:0-3-0,0-3-8] 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 0.88 Vert(LL) -0.31 H-I >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.70 Vert(TL) -0.98 H-I >466 180 TCDL 7.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.19 H n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix-MS Wind(LL) 0.24 J-K >999 360 Weight:187 lb FT=8% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G*Except* BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. B-L:2x6 DF SS G WEBS 1 Row at midpt F-H 2 Rows at 1/3 pts C-L REACTIONS. (lb/size) L=1562/0-5-8,H=1430/Mechanical Max Horz L=184(LC 14) Max Uplift L=-523(LC 10),H=-347(LC 11) Max Gray L=1741(LC 2),H=1590(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-738/240,C-D=-3836/1315,D-E=-2918/1081,E-F=-2396/884,B-L=-584/374 BOT CHORD K-L=-1355/3761,J-K=-1159/3252,I-J=-742/2250,H-I=-767/2117 WEBS D-K=-99/581,D-J=-832/425,E-J=-292/986,F-1=0/419,C-L=-3286/1181,F-H=-2399/894 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=13ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;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(fiat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 � COPROF 4)Unbalanced snow loads have been considered for this design. S' � 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 ����CJ ANG[NE - /O2- non-concurrent with other live loads. 6)Plates checked for a plus or minus 4 degree rotation about its center. ;� ��PE 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c-- 8)*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 will fit between the bottom chord and any other members,with BCDL=10.Opsf. Ail° 9)A plate rating reduction of 20%has been applied for the green lumber members. 10) Refer to girder(s)for truss to truss connections. 0REG�N CC 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) TSG A_ gyp, ,`4, L=523,H=347. / "�'�}' 1 4 + (} Qk EXPIRES: /213112017 April 20,2016 a. _ $ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.1003/2015 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 pp 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 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 URBAN REVIVAL K1914756 161180 A03 Common 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:05 2016 Page 1 I D:hbmBaHs3vxN DeAOPYS9jmozOsDC-SxTu40WgfBXn FG0uvI7Sky 1 O9pIKLGn N W6EccMzOrYK -2-0-0 7-11-6i 15-7-3 23-3-0 30-10-13 36-2-0 j 2-0-0 7-11-6 7-7-13 7-7-13 7-7-13 5-3-3 Scale:3/16"=1 3.00 112 5x6= E 6x8 % D �� M 4x6 F tff N 2x4 I I 4x6 % G C 110 . YA .iI If Z MA K J O P I H 10x14 = 4x6 = 6x6 = 4x6 = 6x6 = 9-8-4 19-1-0 27-5-0I 36-2-0 9-8-4 9-4-11 8-4-0 8-9-0 Plate Offsets(X,Y)- (D:0-3-12,0-3-81,fJ:0-3-0,0-3-81.FL:0-3-15,0-7-51 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 0.79 Vert(LL) -0.25 J-K >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.66 Vert(TL) -0.73 J-K >588 180 TCDL 7.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.16 H n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2012/TPI2007 Matrix-MS Wind(LL) 0.21 J-K >999 360 Weight:179 lb FT=8% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G*Except* BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. B-L:2x6 DF SS G WEBS 1 Row at midpt F-H 2 Rows at 1/3 pts C-L REACTIONS. (lb/size) L=1480/0-5-8,H=1348/Mechanical Max Horz L=199(LC 10) Max Uplift L=-505(LC 10),H=-316(LC 11) Max Gray L=1650(LC 2),H=1498(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-711/235,C-D=-3549/1209,D-E=-2594/959,E-F=-1909/709,B-L=-575/370 BOT CHORD K-L=-1285/3497,J-K=-1070/2946,I-J=-651/1924,H-I=-553/1494 WEBS D-K=-108/602,D-J=-840/430,F-H=-19601743,E-J=-289/1004,E-I=-319/184, F-I=-56/564,C-L=-3034/1089 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=13ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;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 0:3 PR aL roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 <C'C' SS 4)Unbalanced snow loads have been considered for this design. �Cj ��Ga(N.4,„ /, 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 /f non-concurrent with other live loads. 'T7` 6)Plates checked for a plus or minus 4 degree rotation about its center. 89200 P E r" 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 �'- will fit between the bottom chord and any other members,with BCDL=10.0psf. r 9)A plate rating reduction of 20%has been applied for the green lumber members. 0 t' 10) Refer to girder(s)for truss to truss connections. OREGON 4/ 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=(b) G/ `?:4}.. 14 2.0- -A� L=505,H=316. 44 "e', R R 10- EXPIRES: 12/31/2017 April 20,2016 i $ 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 p� 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/TPI1 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 URBAN REVIVAL K1914757 1611.80 A04 COMMON 2 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:05 2016 Page 1 ID:hbmBaHs3vxNDeAOPYS9jmozOsDC-SxTu40WgfBXnFG0uvI7Sky1 Qwpo6LHVNW6EccMzOrYK -2-0-01 1-7-6 I 9-3.3 16-11-0 24-6-13 I 29-10-0 2-0-0 1-7-6 7-7-13 7-7-13 7-7-13 5-3-3 Scale=1:52.5 4x6 I I E 3.00 12 il 4x6 M 4x6 D F w 4.: 2x4 H 4x6 G 2x4 II C • B I, �i m Cilia K J N 0 I L H 6x6 = 4x6 = 6x6 = 4x6 = 6x6 = 3-4-4I 12-9-0 21-1-0 29-10-0 3-4-4 9-4-11 8-4-0 8-9-0 Plate Offsets(X,Y)-- [J:0-3-0.0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.16 I-J >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.43 J-K >824 180 TCDL 7.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.07 H n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 Matrix-MS Wind(LL) 0.06 J >999 360 Weight:156 lb FT=8% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-0-15 oc bracing. WEBS 1 Row at midpt F-H REACTIONS. (lb/size) L=1240/0-5-8,H=1112/Mechanical Max Horz L=92(LC 14) Max Uplift L=-418(LC 10),H=-281(LC 11) Max Gray L=1383(LC 2),H=1236(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD C-D=-1219/436,D-E=-1746/672,E-F=-1478/565,B-L=-306/176 BOT CHORD K-L=-323/668,J-K=-676/1763,I-J=-475/1404,H-1=-454/1198 WEBS C-K=-139/796,D-K=-800/345,D-J=-303/250,C-L=-1479/449,F-H=-1566/612, E-J=-108/499,F-1=-4/383 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=14ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left 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 I9 Exp B;Fully Exp.;Ct=1.1 �is Q PR OFesr� 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 ��CJ ��Gi N�F /02 non-concurrent with other live loads. 6)Plates checked for a plus or minus 4 degree rotation about its center. yr 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 89200 P 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 • will fit between the bottom chord and any other members,with BCDL=10.0psf. -.ow" • 9)A plate rating reduction of 20%has been applied for the green lumber members. ,.. 10) Refer to girder(s)for truss to truss connections. plate capable of withstanding100 lb uplift at joint(s)except(jt=lb) 7 OREGON 4/ 11) Provide mechanical connection(by others)of truss to bearing p p P tk r(• L=418,H=281. �/0 �' )' 14 2.° + 4.4 RP- IgRIO- EXPI RES. 12/31/2017 April 20,2016 I, i __ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mit Design void 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 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 URBAN REVIVAL K1914758 161180 A05 COMMON 2 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 5 Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:06 2016 Page 1 ID:hbmBaHs3vxNDeAOPYS9jmozOsDC-W71 GHMXSQVfetQb4STehHAab8D8M4mRVMm_A8ozOrYJ 1 -2-0-0 11-7-6 I 9-3-3 I 16-11-0 I 24-6-13 26-5-8 1 2-0-0 1-7-6 7-7-13 7-7-13 7-7-13 1-10-11 Scale=1:47.2 4x6 II E 3.0012 P1 rie 4x6_ M 4x6 = F 2x4 I I D G w w 4x6%lir 2x4 II C B iO iN / 2Y 3 d El xi 33X K J N 0 I g LH 6x6 = 4x6 = 6x6 = 4x6 = 6x6 = I 3-4-4 I 12-9-0 I 16-11-0 21-1-0 I 26-5-8 3-4-4 9-4-11 4-2-0 4-2-0 5-4-8 Plate Offsets(KY)-- fJ:0-3-0,0-3-81 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 0.58 Vert(LL) -0.13 1-J >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.38 J-K >821 180 TCDL 7.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.05 H n/a n/a BCLL 0.0 * Code IRC2012/TP12007 Matrix-MS Wind(LL) 0.04 J >999 360 Weight:145 lb FT=8% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-6-8 oc bracing:J-K. REACTIONS. (lb/size) L=1113/0-5-8,H=984/0-3-8 Max Horz L=114(LC 14) Max Uplift L=-389(LC 10),H=-235(LC 11) Max Gray L=1242(LC 2),H=1093(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD C-D=-1065/378,D-E=-1410/537,E-F=-908/350,B-L=-305/176 BOT CHORD K-L=-336/593,J-K=-606/1481,I-J=-374/1034,H-I=-191/453 WEBS C-K=-90/668,D-K=-633/275,C-L=-1320/388,F-H=-1262/541,D-J=-348/272, E-J=-122/551,E-I=-397/210,F-I=-114/600 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=14ft;Cat.ll;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left 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=1.1 ����p P R ��S, cS' 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 SCD �NGI INE . /O non-concurrent with other live loads. '.- 6)Plates checked for a plus or minus 4 degree rotation about its center. -tr $ �OP E �.- 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*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 411111V ✓will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)A plate rating reduction of 20%has been applied for the green lumber members. '1•"7.I. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ON �Et L=389,H=235. 37,4 14, RR 10- EXPIRES: 12/31/2017 April 20,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . MII 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 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 URBAN REVIVAL K1914759 161180 A06 COMMON 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:07 2016 Page 1 I D:hbmBaHs3vxNDeAOPYS9jmozOsDC-OKbeViY5BpnVUaAHOA9wpN7mndUdpE2f__QjjgFzOrYI I -2-0-0 11-7-6 I 9-3-3 I 16-11-0 24-6-13 26-0-0 2-0-0 1-7-6 7-7-13 7-7-13 7-7-13 1-5-3 Scale=1:46.7 4x6 II E 3.00 12 Id M 4x6 4x6 2x4II D F G A Y _ 4X6 =---ipyr A 2X4 ll C • B w ,,, n r 'f.) K J N 0 I H L 6x6 = 4x6 = 6x6 = 4x6= 5x6 =- 3-4-4i 3-4-4i 12-9-0 I 16-11-0 i 21-1-0 I 26-0-0 3-4-4 9-4-11 4-2-0 4-2-0 4-11-0 Plate Offsets(X,Y)-- [J:0-3-0,0-3-8] 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 0.59 Vert(LL) -0.13 I-J >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.38 J-K >814 180 TCDL 7.0 Rep Stress lncr YES WB 0.63 Horz(TL) 0.04 H n/a n/a BCLL 0.0 BCDL 10.0 ' Code IRC2012/TPI2007 Matrix-MS Wind(LL) 0.04 J >999 360 Weight:143 lb FT=8% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-7-5 oc bracing:J-K. REACTIONS. (lb/size) L=1096/0-5-8,H=966/Mechanical Max Horz L=117(LC 14) Max Uplift L=-385(LC 10),H=-229(LC 11) Max Gray L=1223(LC 2),H=1074(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD C-D=-1044/369,D-E=-1364/518,E-F=-832/320,B-L=-305/176,G-H=-148/302 BOT CHORD K-L=-338/583,J-K=-596/1442,I-J=-360/984,H-I=-155/354 WEBS C-K=-83/651,D-K=-610/265,C-L=-1299/379,F-H=-1294/575,D-J=-354/276, E-J=-125/558,E-I=-441/227,F-I=-134/641 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=14ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left 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=1.1 ��9 � PR Ore,rS' 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 ��GQNG)NSR /0� non-concurrent with other live loads. 6)Plates checked for a plus or minus 4 degree rotation about its center. lC 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :9200P c- 8)* 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 will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)A plate rating reduction of 20%has been applied for the green lumber members. go. 44111P ' 10) Refer to girder(s)for truss to truss connections. * OREGON tr 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 37 ,`4/ L=385,H=229. ✓0 �}� 14,2-C) s^,- ''RRfL�- EXPIRES: 12/31/2017 April 20,2016 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use onlywith Weir®connectors.This design is based only upon parameters shown,and is for an individual building component,not I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �p 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,OSB-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 URBAN REVIVAL K1914760 161180 A07 MONOPITCH SUPPORTED 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:08 2016 Page 1 I D:hbmBaHs3vxN DeAOPYS9jmozOsDC-SW80i 1 Zjy6vM6klTaug9Mbf011 wAYpApC4THChzOrYH -2-0-0 7-0-0 2-0-0 7-0-0 Scale=1:24.9 G 3.00 12 F E D -4x6 % C B A 'l 4 M L K J I H 4x6 = I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(root) 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.03 A n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.01 Vert(TL) -0.06 A-B n/r 90 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 H n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix-S Weight:49 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 except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 7-0-0. (Ib)- Max Horz M=114(LC 11) Max Uplift All uplift 100 lb or less at joint(s)M,H,K,J,I except L=-179(LC 20) Max Gray All reactions 250 lb or less at joint(s)H,K,L,J,I except M=424(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-M=-413/126 WEBS B-L=-148/388 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=12ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 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=1.1 4)Unbalanced snow loads have been considered for this design. RQ 17 R QF� 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 �' non-concurrent with other live loads. ��CO� .AEsiNs /O� 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Plates checked for a plus or minus 4 degree rotation about its center. -7 8)Gable requires continuous bottom chord bearing. 4Z' 9200P t"* 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). `,fir vr 10) Gable studs spaced at 1-4-0 oc. t+w //� 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 12) *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 • C will fit between the bottom chord and any other members. -yG OREGON p �� 13) A plate rating reduction of 20%has been applied for the green lumber members. /0 '9 ()� 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)M,H,K,J,I © q- 1 " �Q except(jt=lb)L=179. evi �R 1 l-1,• EXPIRES: 12/31/2017 April 20,2016 0 r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Cirde 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 URBAN REVIVAL K1914761 161180 A08 Monopitch Supported Gable 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:08 2016 Page 1 I D:hbmBaHs3vxNDeAOPYS9jmozOsDC-sW80i 1 Zjy6vM6klTaug9Mbf?S 1 wMYgPpC4THChzOrYH -2-0-0 6-9-8 I II 2-0-0 6-9-8 Scale=1:16.4 F E 3.00 F12 - D C 3x4 II B A aa a = ,, K J I H G I 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 0.33 Vert(LL) -0.03 A n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.06 A n/r 90 TCDL 7.0 Rep Stress!nor YES WB 0.04 Horz(TL) -0.00 G n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix-S Weight:31 lb FT=8% BCDL 10.0 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 except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 6-9-8. (Ib)- Max Horz K=105(LC 10) Max Uplift All uplift 100 lb or less at joint(s)G,J,I,H except K=-150(LC 10) Max Gray All reactions 250 lb or less at joint(s)G,J,I,H except K=354(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-K=-308/234 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=11ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 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=1.1 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 Rc P R°Fet non-concurrent with other live loads. GIN - wo 6)All plates are 2x4 MT20 unless otherwise indicated. -3. 7)Plates checked for a plus or minus 4 degree rotation about its center. c. 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). �' 89200 P E diipp,, '4404 10) Gable studs spaced at 1-4-0 oc. "' 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) *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 mw will fit between the bottom chord and any other members. C) Cr X11/ 13)A plate rating reduction of 20%has been applied for the green lumber members. 7y ,`lx 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,J,I,H except /� '9)- 4,2Q - Qt=lb)K=150. �� 41 PR1O- EXPIRES: 12/31/2017 April 20,2016 Q MIEN WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 IUIi 'e It' 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/TPIi Quality Criteria,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 URBAN REVIVAL K1914762 1611$0 A09 Roof Special 4 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 S Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:09 2016 Page 1 ID:BImLdifimakwONilU5JzCzxNUS-KiiPwNZLjQ1 DkuKf8bBOuoC83QCcHHgyRkCgl7zOrYG 6-8-0I I 6-8-0 2x4 II 3.00 112 Scale=1:36.3 A B II 1 4x6 = C illiIlliIIIIIIIIIII D N N N slF H G E 4x8 = 2x4 II 6-8-0 I 6-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.07 F-G >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.23 F-G >331 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix-S Wind(LL) 0.01 F-G >999 360 Weight:41 lb FT=8% BCDL 10.0 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 except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=262/Mechanical,E=241/Mechanical Max Horz G=-75(LC 11) Max Uplift G=-142(LC 11),E=-24(LC 11) Max Gray G=291(LC 2),E=267(LC 2) 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)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=14ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;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=1.1 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*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. 7)A plate rating reduction of 20%has been applied for the green lumber members. �(CO P R oLL5 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E except(jt=1b) �,_NCCJ* �NG(NE - /0.„ G=142. 9200PE v mom . 4111P 1CC G OREGON ,cam '22) '`�4' 14 2d'C'C's"' fiRR1LX- EXPI RES: 12/31/2017 April 20,2016 4 mom WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MTekS 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 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 URBAN REVIVAL K1914763 161180 A10 Roof Special Supported Gable 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:10 2016 Page 1 I D:B I mLcllfi makwONil U5JzCzxN US-ovGn7jazU kA4L2vshJjdR01E5gbv0kg6gOyNHZzOrYF I 6-8-0I 6-8-0 A B C 3.00 112 Scale=1:35.7 I III; D F 4x6IIG'• N vs Y I r N N •1 II P O N M L K J I 4x6 I I 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 0.77 Vert(LL) 0.00 A n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.12 Vert(TL) 0.00 A n/r 90 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.09 H n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix-S Weight:58 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 except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 6-8-0. (Ib)- Max Horz 0=-74(LC 11) Max Uplift All uplift 100 lb or less at joint(s)M,L except 0=-140(LC 11),J=-347(LC 11),K=-155(LC 11) Max Gray All reactions 250 lb or less at joint(s)0,H,J,M,N,L,K except I=277(LC 11) 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)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=14ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 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=1.1 4)Unbalanced snow loads have been considered for this design. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Plates checked for a plus or minus 4 degree rotation about its center. C 4 PR of-5 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ..Co' �NG1 N - s/p 9)Gable studs spaced at 1-4-0 oc. mac? Y. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 17 11) *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 89200 F E will fit between the bottom chord and any other members. ir 12) A plate rating reduction of 20%has been applied for the green lumber members. .. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)M,L except (jt=lb)0=140,J=347,K=155. or Cr' OREGON tk phi, -Iy 14, O��4 FRR41..' EXPIRES: 12/31/2017 April 20,2016 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 M7ek0 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/TPl1 Quality Criteria,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 URBAN REVIVAL K1914764 161180 601 Monopitch Supported Gable 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:10 2016 Page 1 I D:B I mLcIlfi makwONi I U5JzCzxN US-ovGn7jazUkA4L2vshJjdR01 PDgcCOkk6gOyNHZzOrYF Q 2- 6-7-8 0-26-7-8 Scale=1:15.6 F 3.00 12E / D L C N r . N A B K J I H G I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 A n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 B n/r 90 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 G n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2012/TP12007 Matrix-S Weight:28 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 except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 6-7-8. (Ib)- Max Horz K=73(LC 10) Max Uplift All uplift 100 lb or less at joint(s)G,I,H except J=-104(LC 10) Max Gray All reactions 250 lb or less at joint(s)K,G,J,I,H 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)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=5ft;Cat.II;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 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=1.1 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 non-concurrent with other live loads. C PR QF 6)All plates are 2x4 MT20 unless otherwise indicated. tS 7)Plates checked for a plus or minus 4 degree rotation about its center. \CJS tiNGI NE -- 0/0 8)Gable requires continuous bottom chord bearing. (,? ' ' 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). * �0� 'Y'E 1,,. 10) Gable studs spaced at 1-4-0 oc.11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OP,' r12) *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 widewill fit between the bottom chord and any other members. 13) A plate rating reduction of 20%has been applied for the green lumber members. • • OREGON SCC 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,I,H except (jt=lb)J=104. < Yjr 14,9Or. *ty A.,, '"I RRfLA- EXPIRES: 12/31/2017 April 20,2016 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MTek®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/TP11 Quality Criteria,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 URBAN REVIVAL K1914765 161180 B02 Monopitch 2 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:11 2016 Page 1 ID:BI mLcllf makwONilU5JzCzxNUS-G5g9L3bbF1 IxzBU2FOEs_DHUCEuPIBHFv2hxpOzOrYE q2 6-7-8 Q-2 6-7-8 Scale=1:16.6 C D 3.00 12 2x4 111 H Iola N ,r 4X6 N A B ...., , r _r ,, F W. 4x8 = G E 2x4 II I 6-7-8 i 6-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.07 F-G >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.20 F-G >369 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 F n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix-MS Wind(LL) 0.00 G "" 360 Weight:30 lb FT=8% BCDL 10.0 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 except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) F=257/Mechanical,G=250/0-5-8 Max Horz G=74(LC 10) Max Uplift F=-98(LC 10),G=-62(LC 10) Max Gray F=285(LC 2),G=279(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- = 012=111 m hTCDL=4.2 sf BCDL=6.0 1)Wind:ASCE 7 10;Vult 140mph(3-second gust)V(IRC2 ) p P sf;h=5ft;Cat.II;Exp B;enclosed;P MWFRS(envelope)gable end zone and C-C Exterior(2)zone;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=1.1 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 o P R 0i6• will fit between the bottom chord and anyother members. A, 8)A plate rating reduction of 20%has been applied for the green lumber members. CDS i`vG I NE - s/O 9)Refer to girder(s)for truss to truss connections. ` 2 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F,G. �� 89200 P E 'S?r,, fl OREGON .. i.t, �'L'6 A- y 14,'-C3,�i.± '11R'R11A- EXPIRES: 12/31/2017 April 20,2016 MIIIIIIM 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 MiTehS 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 R� 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 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 URBAN REVIVAL K1914766 161480 B03 Monopitch 4 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:11 2016 Page 1 ID:BImLcllfimakwONilU5JzCzxNUS-G5g9L3bbF1 h¢BU2FOEs_DHVMEv7IBLFv2hxpOzOrYE 6-2-0 I 6-2-0 Scale=1:16.6 B C 3.00 12 2x4 G N 4X6 r A N 0 O f3 - E 4x8 = F D 2x4 II 6-2-0I I 6-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.05 E-F >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.15 E-F >466 180 TCDL 7.0 Rep Stress lncr YES WB 0.03 Horz(TL) -0.00 E n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2012/TP12007 Matrix-MS Wind(LL) 0.00 F **** 360 Weight:28 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 except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) E=240/Mechanical,F=215/Mechanical Max Horz F=67(LC 10) Max Uplift E=-93(LC 10),F=-51(LC 10) Max Gray E=267(LC 2),F=239(LC 2) 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)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=5ft;Cat.II;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;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=1.1 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*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. 7)A plate rating reduction of 20%has been applied for the green lumber members. CO PR oFe 8)Refer to girder(s)for truss to truss connections. �+ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E,F. c... \AG l N E'.. /0 89200PE �c - . moi• OREGON t� 44 R,Vs R R 1 t-\-- EXPIRES: 12/31/2017 April 20,2016 0 1 __ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. let 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/TPl1 Quality Criteria,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 URBAN REVIVAL K1914767 161180 CO1 MONOPITCH SUPPORTED 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:12 2016 Page 1 I D:B I mLcIlfi makwONil USJzCzxNUS-I HOXYPcDOLQobL3Epj15WRge?e12UboP7iRU LSzOrYD -2-0-0l 12-4-0 1z 0- 0 2-0-0 12-4-0 -8-0L 3.00 112 Scale=1:39.9 K J I r H G r F � Y E r D r 4x6 = C pi 1. B 00C Y isio 71,- co es 0 - F 0 1 0 CI 0 0 -B K x X x x X X X X X X X X X X X X X X X X X X X x X X X X x X X X V U T S R Q P 0 N M 6x6 = 3x6 I I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defi L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.10 K-L n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.01 Vert(TL) -0.17 K-L n/r 90 TCDL 7.0 Rep Stress Incr YES WB 0.21 Horz(TL) -0.00 M n/a n/a BCLL 0.0 • Code IRC2012ITP12007 Matrix-S Weight:113 lb FT=8% BCDL 10.0 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 except end verticals. WEBS 2x4 DF Stud/Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. K-M:2x4 DF No.1&Btr G OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 12-4-0. (Ib)- Max Horz V=336(LC 11) Max Uplift All uplift 100 lb or less at joint(s)R,S,T,Q,P,0 except M=-252(LC 11),U=-574(LC 11), N=-290(LC 20) Max Gray All reactions 250 lb or less at joint(s)R,S,T,U,Q,P,0,N except V=592(LC 29),M=608(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-V=-581/2,K-M=-597/452 BOT CHORD U-V=-301/0 WEBS J-N=-195/320,B-U=0/662 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=18ft;Cat.ll;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �o PR Qi 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 -'1 �y`StS' roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 .�C3 �i`\GI N F ,Sj /0 4)Unbalanced snow loads have been considered for this design. 2' 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 -J Bg��OP E •1" non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Plates checked for a plus or minus 4 degree rotation about its center. 8)Gable requires continuous bottom chord bearing. w•.f A 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). �G C?REG�Nk �C CC 10) Gable studs spaced at 1-4-0 oc. 'if 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ./.0� 'Q). 14, ,-Q� �-�- 12) '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 /1/P s will fit between the bottom chord and any other members. rf�R R 10- 13) A plate rating reduction of 20%has been applied for the green lumber members. 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)R,S,T,Q,P,0 except(jt=lb)M=252,U=574,N=290. EXPIRES: 12/31/2017 April 20,2016 IMAM 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 ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 250 Klug Circle Corona,CA 92880 Job Truss Truss Type Qty Ply URBAN REVIVAL K1914768 161180 CO2 MONOPITCH 3 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:13 2016 Page 1 ID:BImLdifimakwONil U5JzCzxNUS-DUyvIldmfYfCVeQMRGK3eNp12bkD?NYMMA1 uuzOrYC -2-0-06-2-0 12-4-0 15-0-0 I i 2-0-0 6-2-0 6-2-0 2-8-0 E 3.00 112 Scale=1:39.2 D r 4x6% I C 01 4x6 % a r- w 7_ th Il�ul��ll� 1118 y Y ME IMI tit MOG ►/ H F 2x4 II 4x6 = 6x6 = 6-2-0 12-4-0 6-2-0 6-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.03 F-G >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.08 F-G >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.45 Horz(TL) -0.00 F n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix-MS Wnd(LL) 0.01 G >999 360 Weight:81 lb FT=8% BCDL 10.0 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 except end verticals. WEBS 2x4 DF Stud/Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-F:2x4 DF No.1&Btr G REACTIONS. (lb/size) H=567/0-5-8,F=619/0-5-8 Max Horz H=336(LC 11) Max Uplift H=-228(LC 10),F=-266(LC 14) Max Gray H=634(LC 2),F=768(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-367/139,D-F=-472/360,B-H=-588/315 BOT CHORD G-H=-301/0,F-G=-161/312 WEBS C-F=-409/221,B-G=-43/378 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=18ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;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=1.1 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 ���a PR O n non-concurrent with other live loads. 5)Plates checked for a plus or minus 4 degree rotation about its center. �Co G)N E . s/� 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 44 8g ©a{�E "9f' will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) . /` . H=228,F=266. - OREGON vs /© '`1 y 14 2ti'` �-}- �fiR R 11-\- <3 EXPIRES 12/31/2017 April 20,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 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 URBAN REVIVAL K1914769 1611'80 CO3 MONOPITCH STRUCTURAL 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:14 2016 Page 1 I D:BI mLcllfi makw0Ni I U5JzCzxN US-hg WIz5dUYygVgfCdw8nZbsvxERtmySZhbOwbQ LzOrYB -2-8-0l 8-1-3 i 15-10-13 i 24-0-0 26-8-0 2-8-0 8-1-3 7-9-10 8-1-3 2-8-0 3.00 12 Scale=1:¢7.2 3x4 II K % r 5x8 e AS 2 r r I y 2 r r G• H r ` Y ao E F : \^ �i n C D 2 " E. e E r it B o NU •••••••••••••••••••••••••••: AT 4x10 II N M W V U T S R Q P 0 5x6 = 6x6 = 8-1-3i 11-10-0 15-10-13 24-0-0 I8-1-3 3-8-13 4-0-13 8-1-3 Plate Offsets(X,Y)-- FJ:0-3-12,0-3-0],[N:0-3-0,0-3-01,IW:0-5-4,0-2-0] 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 0.76 Vert(LL) -0.11 M-N >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.45 Vert(TL) -0.37 M-N >387 180 TCDL 7.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 M n/a n/a BCLL 0.0 * Code IRC2012fTP12007 Matrix-MS Wind(LL) 0.06 M-N >999 360 Weight:181 lb FT=8% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-W:2x6 DF SS G WEBS 1 Row at midpt J-M OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 12-1-8 except(jt=length)M=0-5-8,0=0-3-8. (Ib)- Max Horz W=338(LC 11) Max Uplift All uplift 100 lb or less at joint(s)Q,R,S,T,U,0 except M=-304(LC 14),W=-258(LC 10), P=-134(LC 5),V=-298(LC 21) Max Gray All reactions 250 lb or less at joint(s)P,Q,R,S,T,V except M=1082(LC 21),W=744(LC 2), U=319(LC 21),0=412(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-766/8,C-D=-682/22,D-E=-714/38,E-F=-708/53,F-G=-708/68,G-H=-711/84, H-I=-694/93,1-J=-721/138,K-M=-607/384,B-W=-619/335 BOT CHORD V-W=-125/679,U-V=-125/679,T-U=-125/679,S-T=-125/679,R-S=-125/679,Q-R=-125/679, P-Q=-125/679,O-P=-125/679,N-0=-125/679,M-N=-128/676 WEBS J-N=0/278,J-M=-764/228,I-P=-269/169 NOTES- 1)Wind:enclosed;MWFRS(envelope)E 7-10; gable end od zone and) (C-C Exterior(2)zone;end Lverticalfright exposed;C-C fopsf; rt members and forces& , �;Cat.II;Exp B; P ape.(' MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Co AGI N EF /0 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry c.'.... (c,. ''9 . Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 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 C' 89200P r- roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 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 �g . . non-concurrent with other live loads. OREGON ZU tr 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Plates checked for a plus or minus 4 degree rotation about its center. G/.r 4 y 2.1;)' �4` 8)Gable studs spaced at 1-4-0 oc. A. t j 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iiiii R i 0- 10) *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,with BCDL=10.0psf. 11) A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12/31/2017 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)Q,R,S,T,U,0 except(jt=lb)M=304,W=258,P=134,V=298. April 20,2016 r_� WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing Miek' 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 250 Rug 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 URBAN REVIVAL K1914770 161180 C04 MONOPITCH 8 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:15 2016 Page 1 I D:B I m Lcl Ifi ma kwO N i l U5JzCzx N U S-9s3gARe6J GoM S p n p U s I o83S5grCyh pN rpgf8ynzO rYA -2-8-0I 8-1-3 15-10-13 i 24-0-0 i 26-8-0 2-8-0 8-1-3 7-9-10 8-1-3 2-8-0 3.00 12 Scale=1:47.2 3x4 II F 6x8 D K 00 liIllIllijillillil 4x6 = Y C ,7,ilia 'NV 4x8 = G� B t i Me r Y. M lir I J I H G 3x6 II 6x6= 6x6= 6x6 = 8-1-3 15-10-13 24-0-0 I I 8-1-3 I 7-9-10 I 8-1-3 Plate Offsets(X,Y)— [B:0-3-11,0-1-12],[D:0-3-8,0-3-8],IH:0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.11 H-I >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.45 Vert(TL) -0.33 G-H >860 180 TCDL 7.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.05 G n/a n/a BCLL 0.0 BCDL 10.0 ; Code IRC2012/TPI2007 Matrix-MS Wind(LL) 0.09 H-I >999 360 Weight:127 lb FT=8% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-J:2x6 DF SS G WEBS 1 Row at midpt C-H,D-G REACTIONS. (lb/size) 0=1048/0-5-8,J=1054/0-5-8 Max Horz J=338(LC 11) Max Uplift G=-401(LC 14),J=-414(LC 10) Max Gray G=1342(LC 21),J=1178(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2113/586,C-D=-1280/353,E-G=-591/373,B-J=-1095/560 BOT CHORD I-J=-335/335,H-I=-609/1987,G-H=-307/1155 WEBS C-H=-851/342,D-H=-23/529,D-G=-1333/482,B-I=-573/1659 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=17ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical 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=1.1 3)Unbalanced snow loads have been considered for this design. ��q PR O 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. �Co� G] '� /0 5)Plates checked for a plus or minus 4 degree rotation about its center. • y 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "Sa 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 89200PE c will fit between the bottom chord and any other members. it 8)A plate rating reduction of 20%has been applied for the green lumber members. ,/ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) _�, 0=401,J=414. CC „yL OREGON �� /6 -4! 1420 �4 M&-RR 11-1- N" EXPIRES: 12/31/2017 April 20,2016 a mom WARNING-Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. it 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 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 URBAN REVIVAL K1914771 161,180 C05 MONOPITCH 6 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:16 2016 Page 1 ID:BImLcllfimakwONilU5JzCzxNUS-d3d2Onfk4awD4zM?2Zg1 hH_IzFcpQKk2KPiUDzOrY9 -2-8-0 i 6-2-10 I 12-1-12 17-11-1 i 24-0-0 26-_8-0 2-8-0 6-2-10 5-11-1 5-9-6 6-0-15 2-8-0 Scale=1:48.8 3.00 112 G 3x4 F . 4x6 N E 6x6 = ✓ q D d 4x6 C r II bT14 I'mJ MT2OHS = I 6x6 = O 4X6 = 0Y M L K 3x4 11 4x8= 2x4 11 6-2-10 11-10-41211112 17-11-1 i 24-0-0 I 6-2-10 5-7-9 0-3-8 5-9-6 6-0-15 Plate Offsets(X,Y)-- 1D:0-3-0,0-3-41.FJ:0-8-2,0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL(root) 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.03 L-M >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.09 L-M >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.47 Horz(TL) -0.01 H n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix-MS Wind(LL) 0.02 L >999 360 Weight:133 lb FT=8% BCDL 10.0 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`Except* except end verticals. D-K:2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. WEBS 2x4 DF Stud/Std G*Except* B-M:2x6 DF SS G REACTIONS. (Ib/size) H=598/0-5-8,M=601/0-5-8,K=904/0-3-8 Max Horz M=302(LC 11) Max Uplift H=-253(LC 14),M=-263(LC 10),K=-301(LC 14) Max Gray H=864(LC 21),M=674(LC 2),K=1004(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-691/97,D-E=-582191,F-H=-536/357,B-M=-612/383 BOT CHORD L-M=-364/127,J-K=-953/356,D-J=-664/307,H-1=-106/527 WEBS J-L=-238/641,D-I=-71/560,E-H=-595/184,B-L=-242/603,C-J=-691/215 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=17ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical 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=1.1 �� (j P R Qp. 3)Unbalanced snow loads have been considered for this design. 0. 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 SCO l�(�ji1 N 4- /© non-concurrent with other live loads. �CIC� � 5)All plates are MT20 plates unless otherwise indicated. '- 892 00P E t'' 6)Plates checked for a plus or minus 4 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4111P / - 8)*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 ,/ will fit between the bottom chord and any other members. '"'' Aw 9)A plate rating reduction of 20%has been applied for the green lumber members. ' OREGON C' 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7 �� A,j H=253,M=263,K=301. /0 +7'��' 1 4,rZ� ..i" EXPIRES: 12/31/2017 April 20,2016 mit 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 Mirek0 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 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 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 URBAN REVIVAL 1<1914772 161180 CO6 MONOPITCH STRUCTURAL 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:17 2016 Page 1 ID:BImLGlfimakwONiIUSJzCzxNUS-SFBQb6gMgt24h6xCbHLGDUXU0fyE9s58H8F1 gzOrYB -2-8-0i 12-1-12 24-0-0 26-8-0 i 2-8-0 12-1-12 11-10-4 2-8-0 3.00 112 Scale:J/4"=1' S T R Q ^ r P 0 N C 5x6 = M L C ^ Y I J K E r v G F E y 9 D H 0 0 0 0 0 0 0 0 - C L'I a 4F B ^` AE AD AC AB AA Z Y X W V Qo N. 3x6 = 3x6 I I N 0- 0 0 0- 0 0 0-0 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxl AO AN AM AL AK AJ Al AH AG 3x10 II I12-1-12 I 24-0-0 12-1-12 11-10-4 Plate Offsets(X,Y)-- IJ:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.09 T-U nlr 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.15 T-U n/r 90 TCDL 7.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.02 V n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 Matrix-S Weight:144 lb FT=8% BCDL 10.0 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*Except* except end verticals. J-AG:2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G*Except* 10-0-0 oc bracing:AF-AG. B-AO:2x6 DF SS G OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 24-0-0. (lb)- Max Horz A0=302(LC 11) Max Uplift All uplift 100 lb or less at joint(s)AG,AH,Al,AJ,AK,AL,AM,AD,AC, AB,AA,Z,Y,X except V=-307(LC 11),A0=-159(LC 10),AN=-182(LC 20), AE=-120(LC 20),W=-264(LC 20) Max Gray All reactions 250 lb or less at joint(s)AG,AF,AH,Al,AJ,AK,AL,AM, AN,AE,AD,AC,AB,AA,Z,Y,X,W except V=685(LC 20),AO=482(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-260/26,T-V=-718/613,B-A0=-403/256 WEBS S-W=-280/322 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=17ft;Cat.II;Exp B; enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical right exposed;C-C for members and forces& P Op MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 . 'p` 1)s 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ��CJ AGI NEF. /© Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 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 44 roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 et- 892t�t?P E r' 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 ,„� -+'"r- non-concurrent with other live loads. " . 6)All plates are 2x4 MT20 unless otherwise indicated. OREGON y 7)Plates checked for a plus or minus 4 degree rotation about its center. � �, p ✓` 8)Gable requires continuous bottom chord bearing. ''.0 ' 7 � +9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). Q' 10) Gable studs spaced at 1-4-0 oc. 41fi9y.-MR10- 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) *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 will fit between the bottom chord and any other members. EXPIRE12/31/2017 13) A plate rating reduction of 20%has been applied for the green lumber members. 14) Bearing at joint(s)AF considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify April 20,2016 r'nntiraii mtita r heainn.si irfara A A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/TPIl Quality Criteria,DSB-89 and BCSI Building Component 250 Rug 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 URBAN REVIVAL K1914772 161180 C06 MONOPITCH STRUCTURAL 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 20 10:51:17 2016 Page 2 I D:B I mLGlfi makwONil U5JzCzxN U S-5F BQb6gMgt24h6xCbHLGDUXU0fyE9558H_8F 1 gzOrY8 NOTES- 15) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AG,AH,Al,AJ,AK,AL,AM,AD,AC,AB,AA,Z,Y,X except(jt=1b)V=307,AO=159,AN=182,AE=120,W=264. 16) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)V,AE,AD,AC,AB,AA,Z,Y,X,W. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mg 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 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury r�ii= Dimensions are in ft-in-sixteenths. inkApply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 �� 2. Truss bdeby alen 0'/16 4 wide truss bracing spacing,must individualesigned lateral bracesngineer.themselvesFor may require bracing,or alternative Tor I _Elt i bracing should be considered. IRMA* Olmliiii,71 ! 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 8 cb-� cs-si . designer,erection supervisor,property owner and plates 0 'ha' 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. connectorplates. 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. exceed 8. Unless otherwisenoted,moisture content of lumber shall not excee19%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�� 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 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. =• reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. i Min size shown is for crushing only. � maill„.k, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: 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 is not sufficient. DSB-89: Design Standard for Bracing. 1. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANSI/TPI 1 Quality Criteria. • Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015