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Plans (2) /77S-12c/R-00'/2b' 1/5'2 sup 8 ar ma.11A MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 2170769 2170769 PLH- Lot 14 Willow Brook The truss drawing(s)referenced below have been prepared by MiTek USA, Inc.under my direct supervision based on the parameters provided by Builders FirstSource(Beaverton,OR). Pages or sheets covered by this seal: K6956497 thru K6956522 My license renewal date for the state of Oregon is December 31, 2019. <ca' PRQp ENT tiNG1 NEF9 <02 89200PE "s7 OREGONtx /O -1k 14, 2.° P-1- ERRI0- el November 21,2019 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 2170769 PLH-Lot 14 Willow Brook K6956497 2170769 A01 GABLE 1 1 ; klob Reference(optional) ,r ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:15 2019 Page 1 - ID:Odi8kLlDrNwe XhMbXjS?FzFb4z-LAKoHIeJAT9C6Kp80yOsbLlpjxVQR6liugXTGCyHE41 -;1-0_0-g 18-2-12 20-0-021-9-4 t94 119-4 30-0-4 8-3-0 3-F'115 ao-o-4 41-0-9 0311 46-3 11-0-0 5x6 = Scale=1:92.9 Special 9 Sheet Back 7.00 112 8 /, •� 10 Left Option 20-0-8 `v `� ••.� 1 Ply 7/16"4x9 OSB 43 0,„ $ Ap%.''',.. % 1 .'. 44 4 5,// �0//�' ///��►•••�• 448 /%/ 07 0' �% 10x1-0 / r Special � '> 3 I� �_ i .:7/ .:74.43:46#5.4..5.140AIe//..=.-i_ 5x6 18 21 ,� 'b - - 1_1_7.: �! 30 1 I 1 15 3x6 7 2 ` 3x6 '``O 1x6 11 • 1 / 4ssis 0 1 3x. 3x6 4 / 16 d000 -nn am 9 nin nn rm„ '' an an l 4x12 nal I+ o o 0 4x6 = 45 46 24 47 48 23 22 49 50 51 52 21 20 19 53 54 18 4x6 = O 0 LUS24 LUS24 LUS24 LUS24 3x6 =LUS24LUS24 LUS24 8x12 = 3x4 = 3x4 = 5x6 I 1 3x6 = LUS24 3x4 = LUS24 LUS24 20-3-4 1 20-0-0 20.0-g328-e-6 33-4-3 40-0-0 20-0-0 20 0- 6-5-2 6-7-13 I 6-7-13 1 0-2-12 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[14:0-3-12,0-2-0],[15:0-3-0,0-3-0],[16:0-0-0,0-0-4],[30:0-3-0,0-0-12],[31:0-3-0,0-0-12],[32:0-0-8,0-1-7],[33:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.07 22-24 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.24 22-24 >999 180 TCDL 7.0 Rep Stress Ina NO WB 0.62 Horz(CT) 0.06 16 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight 451 lb FT=10% BCDL 10.0 9 • LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc purlins. 1-3,15-17:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 21-33 WEBS 2x4 DF Std G*Except* JOINTS 1 Brace at Jt(s):25,26,27,28,29,30,31,34,35,41,42 14-21:2x8 DF SS,3-32:2x6 DF No.2 OTHERS 2x4 DF Std G REACTIONS. (lb/size) 2=1186/0-5-8,21=2415/0-5-8,16=745/0-5-8 Max Horz 2=351(LC 9) Max Uplift 2=-285(LC 10),21=-503(LC 10),16=-204(LC 11) Max Gray 2=1252(LC 17),21=2415(LC 1),16=808(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1843/413,3-4=-188/261,14-15=-944/282,15-16=-1092/265 BOT CHORD 2-24=-551/1506,22-24=-544/1517,21-22=-356/1239,20-21=-125/425,18-20=0/541, 16-18=-141/877 WEBS 21-32=-1346/527,30-32=470/461,30-31=-694/407,14-31=-685/398,3-28=-1171/477, 27-28=-1171/477,27-33=-1171/477,26-33=-114/833,25-26=-114/833,25-34=-114/833, 34-40=-114/837,35-40=-114/837,29-35=-114/833,29-32=-106/800,21-40=-640/230, 3-24=0/509,22-33=0/632,21-33=-2150/664,3-22=-535/258,34-38=-328/116, 36-38=-373/131,8-36=-339/132,35-39=-305/95,37-39=-340/105,10-37=-291/107, 14-18=-126/470,15-18=-277/226,14-20=-262/154,20-32=-47/404 t`,,v) PR OFFS NOTES- �cj� ‘GINE .,,[� S/0 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; 'T /L MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate 44 9 grip DOL=1.60 �" 89200PE r 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;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 r 4)Unbalanced snow loads have been considered for this design. Q CZ- 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangsy OREGON W non-concurrent with other live loads. L 4, \t" & 6)All plates are 2x4 MT20 unless otherwise indicated. /a A4' 14, 2 'r- 7)Gable studs spaced at 2-0-0 oc. 4 C1,Q` 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ER Rio_ I L`,,. V 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 will fit between the bottom chord and any other members,with BCDL=10.Opsf. EXPIRES: 12-31-2019 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 285 lb uplift at joint 2,503 lb uplift at November 21,2019 loaf" ib uplift at joint 16. I r.... 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 MiTek8i 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 6 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,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 2170769 PLH-Lot 14 Willow Brook K6956497 2170769 A01 GABLE 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:15 2019 Page 2 I D:0di8kLlDrNwe_XhMbXjS?FzFb4z-LAKOHIeJAT9C6Kp80yOsbLIpjxVQR6liugXTGCyHE41 NOTES- 12) Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 19-11-4 to connect truss(es)to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)464 lb down and 454 lb up at 6-0-0,and 140 lb down and 169 lb up at 20-0-0 on top chord. The design/selection of such connection device(s)is the 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). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-9=-64,9-17=-64,2-16=-20 Concentrated Loads(Ib) Vert:9=-140(B)3=-379(B)24=-37(B)21=-37(B)45=-37(B)46=-37(B)47=-37(B)48=-37(B)49=-37(B)50=-37(B)51=-37(B)52=-37(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8111-7473 rev.10/03/2015 BEFORE USE. mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a buss 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' ek' 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 2170769 PLH-Lot 14 Willow Brook K6956498 2170769 A02 Common 2 1 Job Reference(optional) .., ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:17 2019 Page 1 ID:Odi8kLI DrNwe_XhMbXjS?FzFb4z-IYSYi_gZi4PwMezX8NQKgmg2AkA0v3o?M80aK5yHE4G -1-°-2 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 4?-0-0 1-0- 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 1-0-d Scale=1:81.3 5x6 = 5 7.00 12 18 17 3x4 i 16 19 3x4 q 6 5x6 i 5x6 3 7 P4. 15 20 012 8 0 o 64 al " rci rat : t, 9]� ro °d 4x6 = 14 13 21 12 22 11 10 4x6•= OJT 3x6 = 3x8 = 3x4 = 3x4 = 3x6 = 10-0-0 20-0-020�6 30-0-0 40-0-0 10-0-0 10-0-0 0-6- 9-6-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-4,Edge],[3:0-3-0,0-3-0],[7:0-3-0,0-3-0],[8:0-0-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.23 10-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.42 12-14 >571 180 TCDL 7.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.02 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:217 lb FT=10% 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. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 5-12,6-12,4-12 WEBS 2x4 DF Std G*Except* 5-12,6-12,4-12:2x4 DF No.1&Btr G REACTIONS. (lb/size) 2=624/0-5-8,12=2210/0-5-8,8=621/0-5-8 Max Horz 2=351(LC 11) Max Uplift 2=-151(LC 12),12=-467(LC 12),8=-200(LC 13) Max Gray 2=713(LC 19),12=2268(LC 22),8=711(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-804/148,3-4=-550/131,4-5=-34/614,5-6=0/578,6-7=-550/219,7-8=-804/243 BOT CHORD 2-14=-276/711,12-14=-242/303,8-10=-96/625 WEBS 5-12=-854/139,6-12=-864/415,6-10=-111/650,7-10=-397/295,4-12=-864/417, 4-14=-113/652,3-14=-400/297 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 17-0-0,Exterior(2)17-0-0 to 23-0-0, Interior(1)23-0-0 to 37-9-9,Exterior(2)37-9-9 to 40-9-9 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 nEp P QF 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 `��` �scr 3)Unbalanced snow loads have been considered for this design. ,Gj �NG'NFFR /O 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ?j non-concurrent with other live loads. 'p 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC. ._...89200P E 1` 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,with BCDL=10.0psf. i j/ 7)A plate rating reduction of 20%has been applied for the green lumber members. w �+ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 151 lb uplift at joint 2,467 lb uplift at joint 12 and 200 lb uplift at joint 8. OREGON�Ix}b10.1-Ct.- 72- i6 q 14 a P MFP R i I-\- �' EXPIRES: 12-31-2019 November 21,2019 ..... A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lot 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 ANSIITP11 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 2170769 PLH-Lot 14 Willow Brook K6956499 2170769 A03 COMMON 5 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Jul 14 2019 MiTek Industries,Inc.Wed Nov 20 14:54:07 2019 Page 1 ID:0di8kLlDrNwe_XhMbXjS?FzFb4z-AougO0C40e?g47hNwerGzArc_eB6rD3h t GGwVHyH E?k 1-0 6-8-0 134-0 20-0-0 26-8-0 334-0 40-0-0 41-0-P 1-0-0 6 8-0 6 8-0 6 8-0 6 8-0 6 8-0 6 8-0 1-0-0 5x6 = Scale=1:88.5 5 7.00 12 !` 20 21 4x4 19 22 4x4 4 6 5x6 i 5x6 3 77 e. y' 2 18 23 1 8 0 co7 Olk, ■e. 61 1 Ll 1- El Li 9 II 0,Ld c o - o i4xg = 17 16 24 25 15 14 13 26 12 11 10 4x6 = d 3x4 = 8x8 = 5x8 II 4x4 = 4x8 = 4x4 = 4x8 II 4x4 = 5x8 I I 10-0-0 20-0-0200r0 30-0-0 40-0-0 10-0-0 10-0-0 0 00 9-6-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-12,0-3-0],[4:0-2-0,0-1-12],[6:0-2-0,0-1-12],[7:0-3-0,0-3-0],[11:0-3-6,0-1-9],[12:0-3-1,0-1-4],[13:0-2-15,0-1-4],[14:0-4-0,0-6-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.13 2-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.41 Vert(CT) -0.40 2-17 >599 180 TCDL 7.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.02 8 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:242 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G`Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G*Except* WEBS 1 Row at midpt 5-14,6-14,4-14 8-12,13-16:2x6 DF No.2 WEBS 2x4 DF Std G*Except* 5-14:2x4 DF No.1&Btr G REACTIONS. (lb/size) 8=623/0-5-8 (min.0-1-8),14=2206/0-5-8 (min.0-2-6),2=625/0-5-8 (min.0-1-8) Max Horz 2=-351(LC 10) Max Uplift 8=-223(LC 13),14=-436(LC 12),2=-166(LC 12) Max Gray 8=705(LC 20),14=2251(LC 22),2=714(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-808/166,3-18=-747/185,3-4=-547/171,4-19=-16/479,19-20=-1/557,5-20=0/618, 5-21=0/582,21-22=0/519,6-22=0/441,6-7=-548/255,7-23=-741/291,8-23=-809/272 BOT CHORD 2-17=-286/703,16-17=-239/267,16-24=-240/267,24-25=-239/267,15-25=-239/268, 14-15=-226/275,8-10=-139/629 WEBS 5-14=-857/121,6-14=-862/418,6-10=-108/618,7-10=-398/297,4-14=-858/424, 4-17=-117/606,3-17=-411/298 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; ca1EO PROF MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 17-0-0,Exterior(2)17-0-0 to 23-0-0, ,,`fG`` Fss Interior(1)23-0-0 to 37-9-9,Exterior(2)37-9-9 to 40-9-9 zone;cantilever left and right exposed;end vertical left and right SCO `NG I NFF /O exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 V /O. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �� $g 200P E 9< 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ; ' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. --ilk, .,,. •- d.� .. 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,with BCDL=10.0psf. 'p OREGON �/� 7)A plate rating reduction of 20%has been applied for the green lumber members. G 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 223 lb uplift at joint 8,436 lb uplift at joint /O y 14, 2�1 -�- 14 and 166 lb uplift at joint 2. '9 9)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. MFR RIO- EXPIRES: 'O-EXPIRES: 12-31-2019 November 21,2019 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. n Design valid for use only with MiTeke 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/TPlt Quality Criteria,DSB-89 and BCSI 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 2170769 PLH-Lot 14 Willow Brook K6956500 2170769 A04 COMMON 2 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:19 2019 Page 1 ID:0di8kLIDrNwe XhMbXjS?FzFb4z-ExZI7ghpEifdby6wFoSolBvLKYm8NwulpSVgP.jrHE4E 1-0 6-8-0 13-4-0 1 20-0-0 26-8-0 33-4-0 1 40-0-0 41-o 1-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 1-0-0 Scale=1:89.9 5x6 = 5 7.00 FII- 4x4 '-` 20 21 4x4 i 19 22 4x4 4 6 5x6 7 y2 Aid/5x6 01 /''\ 80 co. iEA _. .. i ® Y " 91`4Io °0 17 16 24 25 15 14 13 26 12 11 10 4x6 = 61,7 0 4x8 = 3x4 = 8x12 II 6x8 II 4x4 = 4x8 = 8x8 =4x8 4x4 = 4x8 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [3:0-2-12,0-3-0],[4:0-2-0,0-1-12],[6:0-2-0,0-1-12],[7:0-2-12,0-3-0],[11:0-3-4,0-1-4],[12:0-2-14,0-0-11],[13:0-3-4,0-0-10],[14:0-7-12,0-4-0],[15:0-0-2 ,0-3-4] LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft . Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.31 10-14 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.90 Vert(CT) -0.75 10-14 >635 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.19 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:242 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 DF No.1&Btr G*Except* 8-4-12 oc bracing:2-17. 8-12,13-16:2x6 DF No.2 WEBS 1 Row at midpt 6-14,4-14 WEBS 2x4 DF Std G`Except" 5-14:2x4 DF No.1&BtrG REACTIONS. (lb/size) 8=1726/0-5-8,2=1729/0-5-8 Max Horz 2=-351(LC 10) Max Uplift 8=-383(LC 13),2=-385(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2690/587,3-4=-2449/559,4-5=-1818/500,5-6=-1826/500,6-7=-2535/564, 7-8=-2796/597 BOT CHORD 2-17=-626/2459,14-17=-400/2074,10-14=-245/1915,8-10=-398/2298 WEBS 5-14=-326/1437,6-14=-806/408,6-10=-95/537,7-10=-338/288,4-14=-756/401, 4-17=-84/436,3-17=-344/285 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 17-0-0,Exterior(2)17-0-0 to 23-0-0, 0 P R p Interior(1)23-0-0 to 37-9-9,Exterior(2)37-9-9 to 40-9-9 zone;cantilever left and right exposed;end vertical left and right Fexposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 (ØGINE % 3)Unbalanced snow loads have been considered for this design.4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 89200PE r non-concurrent with other live loads. �s�r 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 gradl - will fit between the bottom chord and any other members,with BCDL=10.0psf. 0 Cr 7)A plate rating reduction of 20%has been applied for the green lumber members. '� OREGON L(/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 383 lb uplift at joint 8 and 385 lb uplift at G '\'' �� joint 2. <O '9 14, 2dp` 413R 11_x- e' EXPIRES: 12-31-2019 November 21,2019 IMMO 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/TP11 Quality Criteria,DSB-89 and BCSI 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 2170769 PLH-Lot 14 Willow Brook K6956501 2170769 AO4A COMMON 1 1 i Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:20 2019 Page 1 ID:Odi8kLlDrNwe XhMbXjS?FzFb4z-i77gL0iR??nUD5h6pVz11OSW4y6N6M8S26FExQyHE4D -141 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 I 40-0-0 41-0-p 1-0- 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 1-0-0 Scale=1:89.9 5x6 = 5 7.00 12 >x4, * 4x4 6 5x6 i 3 5x6 Q 7 18 23 0 1 2 8 0 sit LI li LT / , 0 61,7 0 0 4x8 = 17 16 24 25 15 14 13 26 12 11 10 4x6 = o 3x4 = 8x12 II 6x8 II 4x8 II 4x4 = 4x8 = 8x8 =4x8 4x4 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [3:0-2-12,0-3-0],[4:0-2-0,0-1-12],[6:0-2-0,0-1-12],[7:0-2-12,0-3-0],[11:0-3-1,0-0-13],[12:0-3-5,0-0-9],[13:0-3-3,0-0-11],[14:0-7-12,0-4-0],[15:0-0-15 ,0-3-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.31 10-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.90 Vert(CT) -0.75 10-14 >635 180 TCDL 7.0 Rep Stress lncr YES WB 0.58 Horz(CT) 0.19 8 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-RH Weight:242 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 DF No.1&Btr G*Except* 8-4-12 oc bracing:2-17. 8-12,13-16:2x6 DF No.2 WEBS 1 Row at midpt 6-14,4-14 WEBS 2x4 DF Std G*Except* 5-14:2x4 DF No.1&Btr G REACTIONS. (lb/size) 8=1726/0-5-8,2=1729/0-5-8 Max Horz 2=-351(LC 10) Max Uplift 8=-383(LC 13),2=-385(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2690/587,3-4=-2449/559,4-5=-1818/500,5-6=-1826/500,6-7=-2535/564, 7-8=-2796/597 BOT CHORD 2-17=-626/2459,14-17=-400/2074,10-14=-245/1915,8-10=-398/2298 WEBS 5-14=-326/1437,6-14=-806/408,6-10=-95/537,7-10=-338/288,4-14=-756/401, 4-17=-84/436,3-17=-344/285 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 17-0-0,Exterior(2)17-0-0 to 23-0-0, �Ep P R OFF exposed;end exposed;C-C for members and forces)&MWFRS 37-9-9 to 4or9 reactions shown;Lumber DOL-9 zone;cantilever left and t1 60 plate grip DOL=1.60 and right \��� �G:41:0 � �5�,/O2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �� �i�3)Unbalanced snow loads have been considered for this design. :a 0$92P4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 fora 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=10.0psf. d Cr 7)A plate rating reduction of 20%has been applied for the green lumber members. -Q OREGON 4(/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 383 lb uplift at joint 8 and 385 lb uplift at 4- 4,9 Q� 1A. joint 2. Q r 14, 2 exPT /SFR R 10- EXPIRES: 12-31-2019 November 21,2019 IMMOA 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/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safetylnformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2170769 PLH-Lot 14 Willow Brook K6956502 2170769 A05 Common 5 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:21 2019 Page 1 ID:0di8kLIDrNwe XhMbXjS?FzFb4z-AJh3YLj3mJvLgFGINDUGrc_h?MVArphbGm_nTsyHE4C 1-0-9 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 41-0-9 1-0-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 1-0-0 Scale=1:81.3 5x6 = 5 r_i 7.0012 17 18 3x4 16 19 3x4 4 6 • 5x6 i 5x6 3 7 15 20 012 8 o 0 14 13 21 12 22 11 10 4x6 = 0 4x6 = 0 0 3x6 = 3x8 = 3x4 = 3x4 = 3x6 = 10-0-0 20-0-0I 30-0-0 i 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[8:0-0-0,0-0-4] LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.29 12-14 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.74 Vert(CT) -0.64 12-14 >747 180 BCLL 0.0 Rep Stress lncr YES WB 0.63 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:217 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 DF No.1&Btr G 8-5-3 oc bracing:2-14. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 6-12,4-12 5-12,6-12,4-12:2x4 DF No.1&BtrG REACTIONS. (lb/size) 2=1729/0-5-8,8=1726/0-5-8 Max Horz 2=351(LC 11) Max Uplift 2=-385(LC 12),8=-383(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2719/583,3-4=-2505/562,4-5=-1760/499,5-6=-1760/499,6-7=-2506/562, 7-8=-2719/584 BOT CHORD 2-14=-620/2492,12-14=-393/2047,10-12=-233/1869,8-10=-384/2233 WEBS 5-12=-324/1371,6-12=-823/407,6-10=-101/592,7-10=-328/283,4-12=-823/407, 4-14=-101/592,3-14=-327/282 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 17-0-0,Exterior(2)17-0-0 to 23-0-0, Interior(1)23-0-0 to 37-9-9,Exterior(2)37-9-9 to 40-9-9 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 f`Q`cD P R c 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 � OF`s 3)Unbalanced snow loads have been considered for this design. �G3 �-%G1NE-r, s/O 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs .2 non-concurrent with other live loads. 44 T! 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC ti • 89200P E r • 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,with BCDL=10.0psf. 411P . * ..• --.. 7)A plate rating reduction of 20%has been applied for the green lumber members. am �+ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 385 lb uplift at joint 2 and 383 lb uplift at >. Ct joint8. 12- 4OREGON <0 �y14, 2° P+ SER RIO- e' EXPIRES: 12-31-2019 November 21,2019 1 A ...- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. hit 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 Ml lak* 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 2170769 PLH-Lot 14 Willow Brook K6956503 2170769 A06 Common 8 1 y Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:22 2019 Page 1 ID:Odi8kLlDrNwe XhMbXjS?FzFb4z-eWFRmhjiXdlCSPrVxwOVNpXsbIrpaHnkVQkL?IyHE4B 1-0-06-8-0 I 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 41-0-0 1-0-d 6-8-0 6 8-0 6 8-0 6 8-0 6-8-0 6-8-0 1-0-01 Scale=1:89.9 5x6 = 5 7.00 12 ' 20 21 4x4 i 4x4 19 22 4 6 5x6 5x6 3 7 2 18 / 3 a� 0 444116k 0 1 Yl�ri °9 o 6' .7YaaaL.;. Y L��r 9 1 tp I IA °0 4x8 = 17 16 1g4 14 13 25 26 1211 10 0 0 4x6 = o 4x8 = 4x4 = 4x8 = 7x14 MT18HS I I 3x4 = 4x8 II 6x8 II 4x4 = 4x8 II 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [3:0-2-12,0-3-0],[4:0-2-0,0-1-12],[6:0-2-0,0-1-12],[7:0-3-0,0-3-0],[11:0-10-1,0-3-5],[14:0-3-12,0-1-15] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.19 11-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.53 2-17 >898 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.14 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:250 lb FT=10% BCDL 10.0 I__ LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G`Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x6 DF No.2`Except 8-4-10 oc bracing:2-17. 2-16:2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-13,4-13 WEBS 2x4 DF Std G`Except 5-13:2x4 DF No.1&Btr G REACTIONS. (Ib/size) 2=1729/0-5-8,8=1726/0-5-8 Max Horz 2=-351(LC 10) Max Uplift 2=-385(LC 12),8=-383(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2698/588,3-4=-2444/561,4-5=-1831/504,5-6=-1831/504,6-7=-2622/562, 7-8=-2891/605 BOT CHORD 2-17=-627/2454,13-17=-408/2071,11-13=-253/1956,8-11=-405/2377 WEBS 5-13=-330/1440,6-13=-851/404,6-11=-87/622,7-11=-315/289,4-13=-745/394, 4-17=-70/418,3-17=-341/284 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 17-0-0,Exterior(2)17-0-0 to 23-0-0, Interior(1)23-0-0 to 37-9-9,Exterior(2)37-9-9 to 40-9-9 zone;cantilever left and right exposed;end vertical left and right �ED P R OFFs 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;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �,Cp , G I N E NFR s/ . 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs C� $g200P E 7 non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 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 tom, will fit between the bottom chord and any other members,with BCDL=l0.Opsf. Q � Cr 8)A plate rating reduction of 20%has been applied for the green lumber members. -7OREGON tk 4/ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 385 lb uplift at joint 2 and 383 lb uplift at `/ ,9 2a'\ -��. joint 8. Q k 14, �Q. MRRi1-\- EXPIRES: 12-31-2019 November 21,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MWTEI<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/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 2170769 PLH-Lot 14 Willow Brook K6956504 2170769 A07 Common 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:23 2019 Page 1 ID:0di8kLlDrNwe_XhMbXjS?FzFb4z-6ippz1 kKIw934ZQhUeXkw141 U9AeJjBuk4TuYlyH E4A -1-0-96-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 4 -0 1-0-0 6 8-0 6 8-0 6-8-0 6 8-0 6-8-0 6 8-0 -0 1-0-d Scale=1:81.3 5x6 = 5 7.00 12 r� 17 18 3x4 16 19 3x4 4 6 5x6 i 5x6 3 7 15 20 o 0 o 4x6 = 14 13 21 12 22 11 10 IT 4x6 = 3x6 = 3x8 = 3x4 = 3x4 = 3x6 = 10-0-0 � 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[8:0-0-0,0-0-4] LTCLL OADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.29 12-14 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.74 Vert(CT) -0.64 12-14 >747 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:217 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 DF No.1&Btr G 8-5-3 oc bracing:2-14. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 6-12,4-12 5-12,6-12,4-12:2x4 DF No.1&Btr G REACTIONS. (lb/size) 2=1729/0-5-8,8=1726/0-5-8 Max Horz 2=351(LC 11) Max Uplift 2=-385(LC 12),8=-383(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2719/583,3-4=-2505/562,4-5=-1760/499,5-6=-1760/499,6-7=-2506/562, 7-8=-2719/584 BOT CHORD 2-14=-620/2492,12-14=-393/2047,10-12=-233/1869,8-10=-384/2233 WEBS 5-12=-324/1371,6-12=-823/407,6-10=-101/592,7-10=-328/283,4-12=-823/407, 4-14=-101/592,3-14=-327/282 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 17-0-0,Exterior(2)17-0-0 to 23-0-0, Interior(1)23-0-0 to 37-9-9,Exterior(2)37-9-9 to 40-9-9 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 ED PROF 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 rGINEL.�Q� Fs'3)Unbalanced snow loads have been considered for this design. (5),_ 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 4, non-concurrent with other live loads. 444 940,110! " , 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 200 P r 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,with BCDL=10.0psf. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 385 lb uplift at joint 2 and 383 lb uplift at Q joint 8. -p` , OREGON D`• A. <O •9k 14, 2.° 4 SFRRILV- �' EXPIRES: 12-31-2019 November 21,2019 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 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 2170769 PLH-Lot 14 Willow Brook K6956505 2170769 A08 GABLE 1 1 y Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:25 2019 Page 1 I D:Odi8kLlDrNwe_XhMbXjS?FzFb4z-35xZOjmagXPnJta3c2ZC?S9WgzOcnfbBBOy?cdyHE48 1-0 6-8-0 l 13-4-0 20-0-0 26-8-0 l 33-4-0 (35-5-11 1 40-0-0 41-0 1-0-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 2-1-11 4-6-5 1-0-0 5x6 = Scale=1:83.9 11 Sheet Front ►� 10 12 Left Option 30-0-0 •••� 1 Ply 7/16"4x9 OSB 7.00 12 / / -••i. 13 y� •O_ 43 8 42/ ••• 14 . 02c„7„"-,/,,, 5 / %p•• 17 5x6 /1 / 1'� / �, •,••• 3,66-- ",-..• 4x :„/t„./'7 A• : A, : dr A= ,:,= .A° ., 4 r1 •/, / ,•�:"!. '184. 596 2 / // / �/ '' . 20 2r0, o 4x6 = 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 44 4x6 = o 3x6 = 3x6 = 8x8 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[19:0-3-0,0-3-0],[20:0-0-0,0-0-4],[24:0-4-0,0-2-0],[40:0-3-0,0-0-12],[41:0-3-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) 0.00 20-21 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.00 20-21 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.51 Horz(CT) -0.04 24 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:541 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.18&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 8-4-7 oc purlins. 1-3,19-21:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 11-30,10-31,9-32,8-33,12-29,13-28, WEBS 2x8 DF SS 14-27 OTHERS 2x4 DF Std G*Except* JOINTS 1 Brace at Jt(s):40 11-30,10-31,12-29:2x4 DF No.1&Btr G REACTIONS. All bearings 30-0-0. (Ib)- Max Horz 2=351(LC 11) Max Uplift All uplift 100 lb or less at joint(s)31,32,33,34,36,37,38,29,28, 27,26 except 2=-383(LC 20),24=-242(LC 13),39=-143(LC 12) Max Gray All reactions 250 lb or less at joint(s)2,32,33,34,36,37,38,28,27, 26 except 24=611(LC 20),30=1043(LC 20),31=300(LC 19),39=330(LC 22), 29=312(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-744/984,3-4=-646/944,4-5=-587/945,5-6=-528/942,6-7=-471/943,7-8=-414/943, 8-9=-356/941,9-10=-303/951,10-11=-236/923,11-12=-236/937,12-13=-303/975, 13-14=-356/964,14-15=-415/946,15-16=-459/925,16-17=-537/953,17-18=-569/909, 18-19=-328/563,19-20=-315/487 BOT CHORD 2-39=-779/696,38-39=-786/706,37-38=-786/706,36-37=-786/706,34-36=-786/706, 33-34=-786/706,32-33=-786/706,31-32=-786/706,30-31=-786/706,29-30=-786/706, DEQ PR OFt s 28-29=-786/706,27-28=-786/706,26-27=-786/706,24-26=-786/706,23-24=-377/341, Gj<(, is 22-23=-377/341,20-22=-380/344 NuG I N EF /Q WEBS 24-40=-481/431,40-41=-452/412,18-41=-420/363,11-30=-1003/283,10-31=-260/115, �C? s9 7:77 12-29=-271/115 9�oaPE NOTES- r. 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; AP,,,,,,00.;00". MWFRS(envelope)gable end zone and C-C Comer(3)-0-10-0 to 2-2-0,Exterior(2)2-2-0 to 17-0-0,Comer(3)17-0-0 to 23-0-0, Exterior(2)23-0-0 to 37-9-9,Corner(3)37-9-9 to 40-9-9 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 �fOREGON �/ 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 L� 49 u t.Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. Q r 14 y 20�P� 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 41 n 4)Unbalanced snow loads have been considered for this design. �r1 R I‘..\- 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. EXPIRES: 12-31-2019 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. November 21,2019 8 lgignlee haebflen designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. I MOM va 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 METek® 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 2170769 PLH-Lot 14 Willow Brook K6956505 2170769 A08 GABLE 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:25 2019 Page 2 I D:0di8kLlDrNwe_XhMbXjS?FzFb4z-35xZOjmagXPnJta3c2ZC?S9Wgz0cnfbBBOy?cdyHE48 NOTES- 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 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) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)31,32,33,34,36,37,38,29,28,27,26 except(jt=lb) 2=383,24=242,39=143. 12)Non Standard bearing condition. Review required. • • • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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. Bradng indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NNW 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 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 2170769 PLH-Lot 14 Willow Brook K6956506 2170769 B01 GABLE 1 1 +t Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:26 2019 Page 1 I D:Odi8kLlDrNwe_XhMbXjS?FzFb4z-XHUyb3mCbrYex09GAm4RXfihYNJeWCvKQ2iY84yH E47 -1-0-0 4-11-14 9-11-12 13-2-7 14-11-10 { 19-11-8 20-118 1-0-0 4-11-14 4-11-14 3-2-11 1-9-3 4-11-14 1-0-0 Scale=1:42.4 4x4 = 7 Sheet Back ��� Left Option 5-6-0 / 1 Ply 7/16"4x9 OSB // �I 8 6 ,,, � 5x8 5 2/ /� �t,/�i�' ♦7 4 4r /j 17 • 10x10 i 7.00 112 Special �Y�r� � 15 3 /i ., A,V • V� sls IISIIII 10 2 11 o 4i1 IR rll� 1 1 Lam• t Im m o 14 22 k: 12 o 3x4 = LUS24 13 18 3x6 = LUS24 5x8 = LUS24 3-1-2 5-6-0 8-2-4� 9-11-12 14-11-10 19-11-8 3-1-2 2-4-14 b-8-4 3-9-8 4-11-14 4-11-14 Plate Offsets(X,Y)-- [9:0-2-8,0-3-0],[10:0-3-3,0-1-8],[13:0-4-0,0-2-4],[15:0-1-3,0-1-8],[16:0-1-3,0-1-8],[17:0-1-3,0-1-9],[18:0-2-0,0-0-12] LOADING (psf) SPACING- 2-0-0 ! CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.27 Vert(LL) -0.03 12-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(CT) -0.09 12-13 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.12 Horz(CT) 0.01 10 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:155 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 7-9,3-7:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G JOINTS 1 Brace at Jt(s):15,16,19 WEBS 2x4 DF Std G*Except* 9-13,3-18:2x6 DF No.2 OTHERS 2x4 DF Std G REACTIONS. (lb/size) 2=267/0-3-8,10=613/0-5-8,13=956/0-5-8 Max Horz 2=183(LC 9) Max Uplift 2=-35(LC 6),10=-149(LC 11),13=-312(LC 10) Max Gray 2=279(LC 17),10=639(LC 18),13=956(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-253/108,9-10=-710/108 BOT CHORD 12-13=0/542,10-12=0/536 WEBS 13-18=-744/229,16-18=-699/258,15-16=-665/235,15-17=-606/229,9-17=-591/227, 9-12=0/289,13-19=-272/203,3-13=-313/161 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 y%,O P R OFF 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. �Gj� :9G2 I N EFs�° 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 r ?i4)Unbalanced snow loads have been considered for this design. �� 00P E Tf 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ... non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. -''' ., - 7)Gable studs spaced at 2-0-0 oc. hi.; 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. l Cr 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 widep, ,OREGON ��/ will fit between the bottom chord and any other members. 9 r + �Q� 10)A plate rating reduction of 20%has been applied for the green lumber members. Q 14 P 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 10=149,13=312. �E R R I L- 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 5-10-12 to connect truss(es)to back face of bottom chord. EXPIRES: 1 2-31-2019 13)Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)48 lb down and 129 lb up at November 21,2019 ^•, ,,1_,: •i Jr•rd. The desi.n/selection of such connection device s is the res•onsibili of others. A WARNING-Verity 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/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 2170769 PLH-Lot 14 Willow Brook K6956506 2170769 B01 GABLE 1 1 Job Reference(optional) • ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:26 2019 Page 2 I D:Odi8kLIDrNwe_XhMbXjS?FzFb4z-XHUyb3mCbrYex09GAm4RXfihYNJeWCvKQ2iY84yH E47 NOTES- 15) 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 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-7=-64,7-11=-64,2-10=-20 Concentrated Loads(Ib) Vert:13=-63(B) 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 11111. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall s building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing lWiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCS/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 2170769 PLH-Lot 14 Willow Brook K6956507 2170769 B02 Common 3 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:27 2019 Page 1 ID:Odi8kLIDrNwe_XhMbXjS?FzFb4z-?T2KpPngM9gVYAkSjTbg4tErVmg6Fd)TfiR6hWyH E46 -1-0-0 4-11-14 9-11-12 14-11-10 19-11-8 20-11-8 1-0-0 I 4-11-14 4-11-14 4-11-14 I 4-11-14 11-0-0 Scale=1:40.8 4x4 = 7.00 12 4 12/\10011,13 5x6 i 11 14 5x6 • \ / 10 15 2 6 7 IO q �c}} 1 v L7 \:. ro 0 9 16 17 8 0]0 3x6 = 3x4 = 3x4 = 3x6 6-7-13 13-3-11 19-11-8 6-7-13 6-7-13 6-7-13 Plate Offsets(X,Y)-- [2:0-3-3,0-1-8],[3:0-2-12,0-3-0],[4:0-2-0,0-1-12],[5:0-2-12,0-3-0],[6:0-3-3,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.06 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.14 8-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:100 lb FT=10% 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. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=887/0-5-8,6=884/0-5-8 Max Horz 2=183(LC 11) Max Uplift 2=-205(LC 12),6=-204(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1239/291,3-4=-1095/311,4-5=-1095/311,5-6=-1239/291 BOT CHORD 2-9=-272/1068,8-9=-63/668,6-8=-160/1004 WEBS 4-8=-157/498,5-8=-332/254,4-9=-156/497,3-9=-331/254 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 6-11-12,Exterior(2)6-11-12 to 12-11-12 ,Interior(1)12-11-12 to 17-9-1,Exterior(2)17-9-1 to 20-9-1 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;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. ��4 P F� 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs C� ore s non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �GJ� ,ANG N��`� s�D 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 4. will fit between the bottom chord and any other members,with BCDL=1O.Opsf. $92O:: E -V 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=205,6=204. ' cz- -7 4 OREGON �4,/ <O r '14, nO 4- p`1' MRRi0- e' EXPIRES: 12-31-2019 November 21,2019 1 mi A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. w. 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/IP/1 Quality Criteria,DSB-89 and BCSI 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 2170769 PLH-Lot 14 Willow Brook K6956508 2170769 CO1 Common Supported Gable 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:28 2019 Page 1 ID:Odi8kLlDrNwe_XhMbXjS?FzFb4z-TgciOloS7SoMAKIeHB6vd4n51A3o_7WdtM BfDyyHE45 -1-0-0 7-0-0 � 14-0-0 115-0-0 1-0-0 7-0-0 7-0-0 1-0-0 Scale=1:29.8 5x6 = 5 Sheet Front 1 Full Sheathing/16" rr%�i,,, 1 Ply 7/16"4x9 OSB 7.00 12 4 6 16 15 II.K4� 3 Ok a 2 or. .� / s o ,a �4�4/ ����s 4�04►04 '�/4/4/�/.����% ''' /��P4f4 /������ P�YI�O�IS♦!'�/44�4 r:* in Ia 3x4 = 14 13 12 11 10 3x4 = 14-0-0 14-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 8 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 8 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight 113 lb FT=10% BCDL 10.0 g LUMBER- BRACING- TOP CHORD 2x6 DF No.2 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. OTHERS 2x4 DF Std G REACTIONS. All bearings 14-0-0. (Ib)- Max Horz 2=131(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,8,13,11 except 14=-120(LC 12),10=-120(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,8,12,13,11 except 14=256(LC 22),10=256(LC 23) 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;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-0-10-0 to 2-2-0,Exterior(2)2-2-0 to 4-0-0,Comer(3)4-0-0 to 10-0-0, Exterior(2)10-0-0 to 11-9-9,Corner(3)11-9-9 to 14-9-9 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)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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. t�_0 PR Of c- 7)Gable requires continuous bottom chord bearing. U. pi, 8)Gable studs spaced at 2-0-0 oc. SCO eNG I N FFg /�2 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. oil 10)*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 9 will fit between the bottom chord and any other members. :920 O P C� 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,13,11 / except(jt=lb)14=120,10=120. -/ f 4i OREGON�t. ��Z <O -/y 14, 2° 0- MR R 11-\- EXPIRES: 12-31-2019 November 21,2019 r.... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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/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 2170769 PLH-Lot 14 Willow Brook K6956509 2170769 CO2 Common 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:29 2019 Page 1 I D:Odi8kLIDrNwe_XhMbXjS?FzFb4z-xsA4E5p5tmwDoUtrrue891KBJaKTjZbm60wCIPyHE44 -1-0-0 7-0-0 14-0-0 15-0-0 1-0-0 7-0-0 7-0-0 1-0-0 Scale=1:30.2 5x6 = 7.00 12 9 10 8 11 7 12 4 5 Iop Z 6 o 3x6 = 2x4 II 3x6 = 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets(X,Y)-- [2:0-3-3,0-1-8],[4:0-3-3,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) 0.04 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.11 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-RH Weight:65 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 OF No.2 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 Std G REACTIONS. (lb/size) 2=637/0-5-8,4=634/0-5-8 Max Horz 2=131(LC 11) Max Uplift 2=-153(LC 12),4=-151(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-686/147,3-4=-686/147 BOT CHORD 2-6=-33/479,4-6=-33/479 WEBS 3-6=0/299 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 4-0-0,Exterior(2)4-0-0 to 10-0-0, Interior(1)10-0-0 to 11-9-9,Exterior(2)11-9-9 to 14-9-9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8,MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��p P R OFF non-concurrent with other live loads. 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 ,. ANG I N E�`� /�� 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. w "57 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 892000P E t` 2=153,4=15L -7 'Li OREGON c‘ _tr /O qr 14 2-°\ ' 'RRIL\- fe' EXPIRES: 12-31-2019 November 21,2019 i I A WARNING-Verity 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/TP/1 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 2170769 PLH-Lot 14 Willow Brook K6956510 2170769 JA01 Jack-Open 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:30 2019 Page 1 I D:Odi8kLlDrNwe_XhMbXjS?FzFb4z-P2kSRQgje424PeS 1 Pc9NiVsQx_YPS1 kwlggmHryHE43 -1-0-0 0-11-2 1-10-15 6-0-0 1-0-0 0-11-2 0-11-14 4-1-1 Scale=1:13.3 3 7.00 12 i 2 1 - - Io 5 6 4 4410 LUS24 LUS24 3x4 = 1-10-3 1-10-115 6-0-0 1-10-3 0-d i2 4-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-P Weight:16 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=30/Mechanical,2=199/0-5-8,4=57/Mechanical Max Horz 2=68(LC 12) Max Uplift 3=-38(LC 12),2=-18(LC 12) Max Gray 3=36(LC 22),2=229(LC 18),4=114(LC 5) 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;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone 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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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.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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. nG P R QL�F� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. .,$C.-'E S't, 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect Gj ANG N truss(es)to front face of bottom chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down. �,. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 4-0-12 from the left end to connect •9 truss(es)to front face of bottom chord. 89200P E r 12)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard ' - 0�► 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pIf) © OREGON� t�, Vert:1-3=-64,2-4=-20 74- �/ 1), /O -l)- 14, 2° pi- EXPIRES: 12-31-2019 November 21,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10r03/2015 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/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 2170769 PLH-Lot 14 Willow Brook K6956511 2170769 JA02 Jack-Open 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:30 2019 Page 1 I D:Odi8kLlDrNwe_XhMbXjS?FzFb4z-P2kSRQgje424PeS1 Pc9Ni VSPW_YPS 1 kwLggmHryH E43 -1-0-0 1-11-2 3-10-15 6-0-0 1-0-0 1-11-2 1-11-14 2-1-1 Scale=1:16.8 3 14.0•0007.00 7.00 12 5 2 r I °.'j M �0 0 c / 4 3x4 = 3-10-33-1 Ii15 6-0-0 3-10-3 0-01-12 2-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:21 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=106/Mechanical,2=251/0-5-8,4=57/Mechanical Max Horz 2=120(LC 12) Max Uplift 3=-96(LC 12),2=-34(LC 12) Max Gray 3=117(LC 19),2=253(LC 19),4=114(LC 5) 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;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone 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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed fora 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. 8)Refer to girder(s)for truss to truss connections. C' .'_Q P R Op� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. �` ss �r,SU ONGINFF'9 /02� 89200PE c •41011P •Or p 49 OREGON �44L . <Q )' 14, 2° " SER R 1 L\- el EXPIRES: 12-31-2019 November 21,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ml" 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 MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 2170769 PLH-Lot 14 Willow Brook K6956512 2170769 JA03 Jack-Open 7 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:31 2019 Page 1 ID:Odi8kLIDrNwe_XhMbXjS?FzFb4z-tFlremgLPNAw101 DyJgcEjPYaOueBUz3aKPJgHyHE42 -1-0-0 3-0-0 6-0-0 1-0-0 3-0-0 3-0-0 Scale=1:23.0 3 7.00 12 5 - o 2 1 F 3 3x4 = 4 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-P Weight:26 lb FT=10% BCDL 10.0 g LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=176/Mechanical,2=314/0-5-8,4=57/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-152(LC 12),2=-54(LC 12) Max Gray 3=207(LC 19),2=321(LC 19),4=114(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone 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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. 8)Refer to girder(s)for truss to truss connections. ciED P R O,ee Ucr� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) •`�`` r NGINFF 3=152. � 9 /Q2 cc -92,000PP 9< 1 4 OREGON <0 ily14, 2P\ A �RRILL EXPIRES: 12-31-2019 November 21,2019 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10073/2015 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/TP/1 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 a Job Truss Truss Type Qty Ply 2170769 PLH-Lot 14 Willow Brook K6956513 2170769 JA04 Jack-Open 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:32 2019 Page 1 ID:Odi8kLlDrNwe XhMbXjS?FzFb4z-MRsDs6rzAhlnfxcQW0BmwyjKnEtwxDDo_9sMjyHE41 -1-0-0 3-0-0 6-0-0 1-0-0 3-0-0 3-0-0 Scale=1:23.0 3 7.00 12 5 2 1 1 � et � 3x4 = 4 6-0-0 I 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-P Weight:26 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=176/Mechanical,2=314/0-5-8,4=57/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-152(LC 12),2=-54(LC 12) Max Gray 3=207(LC 19),2=321(LC 19),4=114(LC 5) 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;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone 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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. P R F� s 8)Refer to girder(s)for truss to truss connections. O a C 9)Refer to girder(s)for truss to truss connections. f{, tr NN 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) SCJ ,1 G N /� 3=152. ��? 4- 89200PE �' p49 OREGON WCk �O 1 14, 20 p-1- 4RRI0- e� EXPIRES: 12-31-2019 November 21,2019 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 MiTeke 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,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 a Job Truss Truss Type Qty Ply 2170769 PLH-Lot 14 Willow Brook K6956514 - 2170769 JB01 Jack-Open 2 1 Job Reference(optional) .. ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:32 2019 Page 1 ID:Odi8kLlDrNwe_XhMbXjS?FzFb4z-MRsDs6rzAhlnfxcQWOBrnwymjnP 1 wxDDo_9sMjyHE41 -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:11.5 3 7.00 12 Til 0 T 2 1 .AAMIIMIMIIT1 ..- 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:11 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=51/Mechanical,2=149/0-3-8,4=20/Mechanical Max Horz 2=71(LC 12) Max Uplift 3=-48(LC 12),2=-37(LC 12) Max Gray 3=56(LC 22),2=153(LC 18),4=39(LC 5) 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;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone 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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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.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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. ci PR C 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. ,\<('‘-‘ D �F`Tss w� �NGINEFhi /("i. kc 89200PE r ,-y , OREGON4� � rO �� �� 14, p�' 44ERRIk..\- lao EXPIRES: 12-31-2019 November 21,2019 terI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC 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 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/TP/1 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 2170769 PLH-Lot 14 Willow Brook K6956515 2170769 JB02 Jack-Open 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 6 Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:33 2019 Page 1 I D:Odi8kLlDrNwe_XhMbXjS?FzFb4z-gdQb3Ssbx?QeH5Bc4ki4K8UvGBa6fOTM 1 euQuAyHE40 -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:11.5 3 7.00 12 VERTICAL SUPPORT OF FREE END 2 OF CHORD IS REQUIRED. 1 MEI=Illi hill 3x6 = 4 2-0-0 2-0-0 I Plate Offsets(X,Y)-- [2:0-6-0,0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.01 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-P Weight:11 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=149/0-3-8,4=71/Mechanical Max Horz 2=67(LC 9) Max Uplift 2=-37(LC 9),4=-30(LC 9) Max Gray 2=251(LC 18),4=111(LC 18) 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;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone 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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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.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. P FLS 7)A plate rating reduction of 20%has been applied for the green lumber members. �o PROF4-6, S 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)2,4. c;S ANG I N FER s)O2 414 ' ' :9200P 9r lie LA_OREGON�� X40 /O q)" 14, 2° P+ MER R 10- e' EXPIRES: 12-31-2019 November 21,2019 MUM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NENE 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,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 L. Job Truss Truss Type Qty Ply 2170769 PLH-Lot 14 Willow Brook K6956516-. 2170769 JZO1 Jack-Open 2 1 Job Reference(optional) r ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:33 2019 Page 1 I D:Odi8kLlDrNwe_XhMbXjS?FzFb4z-gdab3Ssbx?QeH5Bc4ki4K8UxCBhtfoTM 1 euQuAyH E40 -1-0-0I 0-11-2 1-10-15 4-0-0 1-0-0 0-11-2 0-11-14 2-1-1 Special Scale=1:11.1 3 7.0012 A 2 1 III / O r> 0 5LUS24 4 3x4 = 1-10-3 I 1-1p-15 4-0-0 1-10-3 012 2-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:13 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=54/Mechanical,2=173/0-3-8,4=38/Mechanical Max Horz 2=68(LC 10) Max Uplift 3=-65(LC 10),2=-28(LC 10) Max Gray 3=54(LC 1),2=193(LC 16),4=76(LC 5) 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;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. 8)Refer to girder(s)for truss to truss connections. ���G O P R OFR. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. G 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect �Gj NG I N FF /0 truss(es)to back face of bottom chord. �,..8,,,,000„..,0,9:2,10:,..;,. T 11)Fill all nail holes where hanger is in contact with lumber. <Ct .9 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)31 lb down and 50 lb up at 89200P E t� 1-10-3 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13)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 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 -y OREGON tt,, Uniform Loads(plf) L-, 4i ' A. Vert:1-3=-64,2-4=-20 /O '9}' 2Qu -}. Concentrated Loads(l ) iPRO- EXPIRES: R I1-�- V Vert:3=-17 B EXPIRES: 12-31-2019 November 21,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI eIC 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/T7.11 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 2170769 PLH-Lot 14 Willow Brook - K6956517 2170769 JZ02 Jack-Open 2 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:34 2019 Page 1 I D:Odi8kLlDrNwe_XhMbXjS?FzFb4z-IpzzHotDilYVuFmoeRDKsL15Pb1 cOrjVGHezRcyH E4? -1-0-0 2-0-0 3-10-15 4 1�0 1-0-0 2-0-0 1-10-15 0-4-1 Scale=1:17.1 3 F12 5 2 -#0*0- 7.00 ; 4 3x4 = 3-10-15 4-P0 3-10-15 0--1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:18 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=110/Mechanical,2=227/0-3-8,4=38/Mechanical Max Horz 2=120(LC 12) Max Uplift 3=-97(LC 12),2=-44(LC 12) Max Gray 3=122(LC 19),2=230(LC 19),4=76(LC 5) 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;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone 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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. 8)Refer to girder(s)for truss to truss connections. ��Q PR O�Cc 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. ,�C �s 1.w� NG�NFF9 �a29 89200PE gill OREGON <0 '1k 14, 2.4 0. 0, EXPIRES: 12-31-2019 November 21,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MtI-7473 rev.10/0312015 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. Tek. 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/TM 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 2170769 PLH-Lot 14 Willow Brook K6956518 '• 2170769 SA01 JACK-OPEN 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 S Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:35 2019 Page 1 I D:0di8kLl DrNwe_Xh M bXjS?FzFb4z-m0XL U8trTcgM W PL_B9kZPZaHw?RI71zfUxNXz2yH E4_ -1-0-0 1-10-15 2/010 1-0-0 1-10-15 0-1-1 Scale=1:11.2 3 7.00 12 1 2 1 I 3x4 = 4 1-10-15 210-0 1-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:10 lb FT=10% BCDL 10.0 g LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=148/0-5-8,4=19/Mechanical,3=46/Mechanical Max Horz 2=69(LC 12) Max Uplift 2=-37(LC 12),3=-45(LC 12) Max Gray 2=156(LC 18),4=39(LC 5),3=52(LC 22) 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;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone 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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. !I G 8)Refer to girder(s)for truss to truss connections. � D P R OF``Ss 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. �c�`C' �NG0r1::: )0, N�F'4 /0 29 89200PE r it • 4111211P GOREGON�� �4,/`� qy 14, 2� � MRR10- Q' EXPIRES: 12-31-2019 November 21,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7173 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 M 1;} Tek` 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,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. Comm,CA 92880 Job Truss Truss Type Qty Ply 2170769 PLH-Lot 14 Willow Brook K6956519 2170769 SA02 JACK-OPEN 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:35 2019 Page 1 ID:Odi8kLlDrNwe XhMbXjS?FzFb4z-m0XLU8trTcgMWPL_B9kZPZaGO?RI71zfUxNXz2yHE4_ -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1-10-15 Scale=1:17.3 3 7.00 12 5 9 0 N N N 2 1 O -/ 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:15 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical,2=204/0-5-8,4=19/Mechanical Max Horz 2=120(LC 12) Max Uplift 3=-99(LC 12),2=-54(LC 12) Max Gray 3=127(LC 19),2=206(LC 19),4=39(LC 5) 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;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone 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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. �� P R FF 8)Refer to girder(s)for truss to truss connections. Q Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. NG N 44., 9 $9200PE 1' . q .. 7 ,�OREGON ��� /O 4fr14, 2-°\�P}- EXPIRES: 12-31-2019 November 21,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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/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 2170769 PLH-Lot 14 Willow Brook K6956520 r. 2170769 SZO1 Jack-Open 2 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:36 2019 Page 1 I D:Odi8kLlDrNwe_XhMbXjS?FzFb4z-EC5kiUuUEwoD8ZwBIsGoxm6SiPmzsIDojb74U VyH E3z -1-0-0 1-10-15 2.6-10 1-0-0 1-10-15 0-1-1 Scale=1:11.2 3 7.00 F12- 2 1 ►A 3x4 = 4 1 1-10-15 2-p-p 1-10-15 0-1-1 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:10 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=147/0-3-8,4=20/Mechanical,3=47/Mechanical Max Horz 2=69(LC 12) Max Uplift 2=-37(LC 12),3=-45(LC 12) Max Gray 2=153(LC 18),4=39(LC 5),3=53(LC 22) 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;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone 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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. 8)Refer to girder(s)for truss to truss connections. f-ri.`� PR Or 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. •``‘ ss �C? �yG�NFF'Q 92II0P. ter' -_I, , act L Ai OREGON�K. to �O 1 14, 2 4 A'1)" EXPIRES: 12-31-2019 November 21,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2016 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Qualify 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 2170769 PLH-Lot 14 Willow Brook * K6956521 2170769 ZO1 CAL HIP 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:37 2019 Page 1 I D:Odi8kLlDrNwe_XhMbXjS?FzFb4z-iOf6vgv6?Dw41jVNJan 1 U_fbYo5nbBJyyFsdOxyHE3y -1-0-0 3-7-3 3-10-1 6-1-16141 10-0-0 11-0-0 1-0-0 3-7-3 0-3-1k 2-2-2 0-3-12 3-7-3 1-0-0 Scale=1:23.4 5x12 MT18HS i 5x12 MT18HS 3 7.00 12 10 11 12 All** q N 9 5 2 6 0 T ♦ 13 14 15 16 ♦ 3x4 = o LUS24 2x4 II 3x4 = LUS24 3x4 = LUS24 LUS24 3-7-3 6-4-13 10-0-0 3-7-3 2-9-11 3-7-3 Plate Offsets(X,Y)-- [3:0-2-8,0-2-0],[4:0-2-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.02 7-8 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.07 Horz(CT) 0.01 5 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-RH Weight 52 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 3-4:2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):3-4. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=650/0-5-8,5=647/0-5-8 Max Horz 2=69(LC 9) Max Uplift 2=-239(LC 10),5=-237(LC 11) Max Gray 2=842(LC 29),5=837(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1020/338,3-4=-776/321,4-5=-1021/337 BOT CHORD 2-8=-273/782,7-8=-277/775,5-7=-256/783 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ��`a`�Q P R AFF 5)Provide adequate drainage to prevent water ponding. G f N s 6)All plates are MT20 plates unless otherwise indicated. ,J �N FR s�a 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. f.? 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 CC. 89200P E 97 will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) dillr "' •. 2=239,5=237. . • . '.0/r 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. © Ct. 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at y OREGON 4/ 2-0-12 from the left end to 7-11-4 to connect truss(es)to front face of bottom chord. 4- �9 r a\t* �� , 13) Fill all nail holes where hanger is in contact with lumber. Q 1 4 � P 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)244 lb down and 223 lb up at 41 • '3 3-8-15,and 244 lb down and 223 lb up at 6-3-1 on top chord. The design/selection of such connection device(s)is the RR i l- 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 November 21,2019 Continued on nape 2 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/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 s Job Truss Truss Type Qty Ply 2170769 PLH-Lot 14 Willow Brook K6956521 2170769 Z01 CAL HIP 1 1 Job Reference(optional) h. ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:37 2019 Page 2 ID:Odi8kLIDrNwe_XhMbXjS?FzFb4z-iOf6vgv6?Dw41jVNJan t U_fbYo5nbBJyyFsdOxyH E3y LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-6=-64,2-5=-20 Concentrated Loads(Ib) Vert:3=-145 4=-145 13=-18(F)14=-18(F)15=-18(F)16=-18(F) WARNING-Ven design Verify g 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/MP/1 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 2170769 PLH-Lot 14 Willow Brook K6956522 270769 Z02 Common 5 1 • Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Wed Nov 20 16:49:38 2019 Page 1 ID:Odi8kLlDrNwe_XhMbXjS?FzFb4z-AbDU69wkmX2xNs3ZtHIG1 BCm9CRVKdM5BvcBZNyHE3x -1-0-0 5-0-0 10-0-0 11-0-0 1-0-0 5-0-0 I 5-0-0 1-0-0 Scale=1:23.6 4x4 = 3 7.00 12 8 7 4 2 5 0 Io 3x4 = 2x4 II 3x4 = 5-0-0 10-0-0 5-0-0 5-0-0 Plate Offsets(X,Y)-- [3:0-2-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.03 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC20151TP12014 Matrix-RH Weight:48 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 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 Std G REACTIONS. (lb/size) 2=470/0-3-8,4=468/0-3-8 Max Horz 2=97(LC 11) Max Uplift 2=-116(LC 12),4=-115(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-484/119,3-4=-484/119 BOT CHORD 2-6=-19/335,4-6=-19/335 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone 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;Pf=25.0 psf(flat roof snow);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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 •' P R QFF 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. Gj�` .w``�? NE 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �� 2=116,4=115. ,`v 892I00PE {' 7 A_OREGON �� �W¢ /d 'lk14, 2Q P-}- `14RR10- e' EXPIRES: 12-31-2019 November 21,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. imult 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/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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I 6-4-8 I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. • 44 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. 0'1/ 2. Truss bracing must be designed by an engineer.For 1fi r 11111116\1111 I 1;2 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor bracing should be considered. IM UO O 3. Never exceed the design loading shown and never AINor d itAll I U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C7-8 c6-7 cs-s 1- designer,erection supervisor,property owner and For 4 x 2 orientation, locate 9 P P P Y plates 0- ''ie'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. lkI 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. =d0. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MAIl 18.Use of green or treated lumber may pose unacceptable P.---" I environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, I\/I i' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/I-PI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015