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Plans (2) t140 e S EL KW-019-00311 mit MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 1919691 1919691 PLH-Lot 4 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: K6359281 thru K6359332 My license renewal date for the state of Oregon is December 31,2019. RECEIVED JUL 252019 CITY OF TIGARD BUILDING DIVISION �Ep PR0FE co NGI NEs.% 89200PE 9{' 4OREGON tcrcc <O -0- 14, 2S) P4 ' RR ILL Q' AIIP*F-062gte----1 July 9,2019 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. I Job Truss Truss Type Qty Ply 1919691 PLH-Lot 4 Willow Brook K635928,,, 1919691 A01 CAL HIP 1 n 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Apr 19 2019 Print 8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:47:18 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-X3K?fsQn7ZOQnUlHAr69h6p8wVAdeAglJv2gMdyzjm7 5-5-1 5-1 -15 10-2-2 15-1-1 20-0-0 I 24-10-15 29-9-14 30-p-4 34-6-15 40-0-0 41-0-0v -1-01 5-5-1 O-B-�4 4 3-3 4-10-15 4-10-15 4-10-15 4-10-15 0-2'6 4 6-11 5-5-1 1-0-0 Scale=1:73.3 5x6 = 10 29 5x8 i 4x12 = a 7.00 112 2x4 II 3x6 = 2x4 H 5x12 i 39 5 = 5x8 3 4 5 7 8 1 6a as 6a ea 6a 6a rsa mi 1 2122 ® 23 01' • 26 27 d 28 30 r? 4 0,712 12 ?0 ,•-,0 2 1a — 31 32 33 34 35 36 37 38 dI0 4x6 — 20 19 18 17 16 15 14 4x6 = 2x4 II 3x8 = 2x4 II 5x8 = 2x4 II 3x8 = 2x4 II 5-5-1 10-2-2 I 15-1-1 20-0-0 20r6rO 24-10-15 29-9-14 34-6-15 40-0-0 I 5-5-1 4-9-1 4-10-15 4-10-15 05-0 4-4-15 4-10-15 4-9-1 5-5-1 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[8:0-9-5,0-0-14],[12:0-0-0,0-0-4],[17:0-3-12,0-3-0] 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 0.34 Vert(LL) -0.04 19 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.09 18-19 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.03 12 n/a n/a BCLL 0.0 Code IBC2O15/TP12O14 Matrix-RH Weight 448 lb FT=2O% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 1-3,10-13:2x6 DF No.2 2-0-0 oc purlins(6-0-0 max.):3-11,8-10. Except: BOT CHORD 2x4 DF No.1&Btr G 1 Row at midpt 8-11 WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:16-17,15-16. REACTIONS. (lb/size) 2=1364/0-5-8 (min.0-1-8),17=3044/0-5-8 (min.0-1-10),12=665/0-5-8 (min.0-1-8) Max Horz 2=182(LC 54) Max Uplift 2=-544(LC 10),17=-1183(LC 10),12=-311(LC 56) Max Gray 2=1633(LC 32),17=3O76(LC 31),12=856(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2375/927,3-21=-2105/981,21-22=-2105/981,4-22=-2105/981,4-23=-2105/981, 23-24=-2105/981,5-24=-2105/981,5-25=-485/1335,6-25=-485/1335,6-26=-485/1335, 26-27=-485/1335,7-27=-485/1335,7-28=-485/1335,8-28=-485/1335,8-9=-422/336, 9-11=-431/342,10-29=-366/201,11-29=-478/196,11-30=-1131/455,12-30=-1201/443, 8-39=-488/197,10-39=-401/210 BOT CHORD 2-31=-891/1914,31-32=-891/1914,20-32=-891/1914,20-33=-902/1893,33-34=-902/1893, 19-34=-902/1893,19-35=-707/1150,35-36=-707/1150,18-36=-707/1150,18-37=-707/1150, 37-38=-707/1150,17-38=-707/1150,16-17=-576/706,15-16=-584/692,14-15=-308/966, 12-14=-303/976 WEBS 3-20=0/401,3-19=-333/523,4-19=-720/472,5-19=-530/1298,5-18=0/372, 5-17=-2749/1196,7-17=-715/436,8-17=-1540/353,8-15=-188/686,11-15=-618/225 <(,. c 1 P R OFFS NOTES- C?C, NGINFF �/� 1)2-ply truss to be connected together with 1Od(0.131"x3")nails as follows: `i ,2 Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. ACf -S! Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. 89200P E r Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to /i ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. "4 f dill* 3)Wind:ASCE 7-10;Vult=14Omph(3-second gust)Vasd=111 mph;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 OREGON X11 gripDOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 /O ' - 14, 2O\ 4 5)Unbalanced snow loads have been considered for this design. 9 jgyp` 6)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 FR R 1 L\- V non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPI RES: 12-31-201 9 9)*This truss has been designed for a live load of 2O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide July 9,2019 will fit between the bottom chord and any other members. 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/TPH 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 A Job Truss Truss Type Qty Ply 1919691 PLH-Lot 4 Willow Brook K6359281 1919691 A01 CAL HIP 1 �f L Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Apr 19 2019 Print 8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:47:19 2019 Page 2 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-?FuNsCRPutW HOeKTkYdOEJMJgvWsNc4uXZoNu4yzjm6 NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 544 lb uplift at joint 2,1183 lb uplift at joint 17 and 311 lb uplift at joint 12. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)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 19-11-12 to connect truss(es)to front face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)432 lb down and 412 lb up at 5-8-13,226 lb down and 189 lb up at 8-0-12,226 lb down and 195 lb up at 10-0-12,236 lb down and 179 lb up at 12-0-12,227 lb down and 198 lb up at 14-0-12,228 lb down and 200 lb up at 16-0-12,and 229 lb down and 202 lb up at 18-0-12,and 232 lb down and 206 lb up at 19-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-8=-64,10-11=-64,11-13=-64,2-12=-20,8-10=-64 Concentrated Loads(Ib) Vert:3=-333 19=-37(F)4=-137 17=-37(F)7=-125 21=-161 23=-132 24=-119 25=-119 26=-119 31=-39(F)32=-37(F)33=-37(F)34=-37(F)35=-36(F)36=-37(F) 37=-37(F)38=-37(F) f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-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 MI fek' 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 1919691 PLH-Lot 4 Willow Brook K6359282 1919691 A02 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 5 Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:16 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-a?Cu 1 aoFnl5wXKnG7i3fpNPnO2Sfwxzgal8K2yzjub -0 3-6-8 I 7-3-6 7-110-65 15-9-1 I 24-2-15 I 30-0-4 132-8-10 36-5-8 40-0-0 41-0-0 -0 3-6-8 3-8-14 0-7- 7-10-2 8-5-14 5-9-5 2-8-6 3-8-14 3-6-8 1-0- Scale=1:74.0 5x6 = 5x10 i 5x6 i 10 31 5x12 =4x8 = 2x4 II 1' 7.00 5x8 = 12 5 7 1,-.41. 4 11 2x4 �0 21 2223 24 2 a • 27 28 29 30 Ltigi 8 32 2x4 3 12 r 33 of Nr 012 13 117 e oiv o 0 4x6 = 19 18 17 16 15 4x6 = 5x12 = 2x4 II MT18HS = 4x12 = 3x4 = 7-3-6 15-9-1 I 24-2-15 32-8-10 I 40-0-0 7-0-6 8-5-11 8-5-14 8-5-11 7-3-6 Plate Offsets(X,Y)-- [2:0-0-8,Edge],[4:0-3-12,0-2-8],[11:0-4-12,0-1-4],[13:0-0-0,0-0-4],[16:0-2-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.41 16-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.87 16-18 >545 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.26 13 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-RH Weight 236 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc pudins, 8-10:2x4 DF No.1&Btr G except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(2-9-6 max.):4-11,8-10. Except: WEBS 2x4 DF Std G*Except* 1 Row at midpt 8-11 11-16:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-13 oc bracing. WEBS 1 Row at midpt 5-16 2 Rows at 1/3 pts 5-19 REACTIONS. (lb/size) 2=2114/0-5-8,13=1920/0-5-8 Max Horz 2=182(LC 58) Max Uplift 2=-634(LC 12),13=-454(LC 13) Max Gray 2=2400(LC 34),13=2042(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3764/1046,3-4=-3612/1033,4-5=-3106/940,5-7=-4992/1309,7-8=-4992/1309, 8-9=-4781/1233,9-11=-4797/1240,10-11=-442/152,11-12=-3194/852,12-13=-3311/852, 8-10=-477/135 BOT CHORD 2-19=-921/3046,18-19=-1363/5362,16-18=-1363/5362,15-16=-606/2745, 13-15=-626/2718 WEBS 3-19=-322/434,4-19=-195/1141,5-19=-2530/597,5-18=0/339,5-16=-763/732, 7-16=-844/317,11-16=-666/2581,11-15=0/252,12-15=-93/337,9-10=-83/269 NOTES- n2C D PR OFt- 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; �`` FS MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 13-3-1,Interior(1)13-3-1 to 27-1-7,Exterior(2)27-1-7 to 35-8-2, �Gj� NG I N FF,,, �/� Interior(1)35-8-2 to 36-8-7,Exterior(2)36-8-7 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right 'T ,� exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 $9200P E 91' 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 ���0/" non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. Cl Cr 6)All plates are MT20 plates unless otherwise indicated. -p OREGON to 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G 2j s ' l� 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 <O k 14, 2° P'�" will fit between the bottom chord and any other members. 4I R 9)A plate rating reduction of 20%has been applied for the green lumber members. Fjq R I L.' V 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �7 2=634,aphi 13=454. EXPIRES: 12-31-2019 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continue�� July 9,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN-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 MITA' IA' 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/I-P/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 1919691 PLH-Lot 4 Willow Brook K6359282 1919691 A02 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:16 2019 Page 2 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ffa?Cu 1 aoFnl5wX_KnG7i3fpNPn02Sfwxzgal8K2yzjub NbTES- 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 lb down and 284 lb up at 7-11-9,136 lb down and 103 lb up at 10-0-12,186 lb down and 146 lb up at 12-0-12,177 lb down and 151 lb up at 14-0-12,177 lb down and 151 lb up at 16-0-12,and 177 lb down and 151 lb up at 18-0-12, and 177 lb down and 151 lb up at 19-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-8=-64,10-11=-64,11-14=-64,2-13=-20,8-10=-64 Concentrated Loads(Ib) Vert:20=-120 21=-51 23=-117 25=-93 26=-69 27=-64 28=-64 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-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 M 1 I®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 ANSIITP11 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 1919691 PLH-Lot 4 Willow Brook K6359283 1 1919691 A03 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 S Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:17 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-2BmGEwptY3En98vzgrDlBOvbIQNFOMS6vEVhsUyzjua -0 3-6-8 { 7-3-6 9-10-15 I 15-9-1 I 24-2-15 I 30-1-1 32-8-1036-5-8 36-5-8 I 40-0-0 4I1-0-0 - -03-6-8 3-8-14 2-7-9 5-10-2 8-5-14 5-10-2 2-7-9 3-8-14 3-6-8 1-0-0 Scale=1:74.0 5x10 i 5 10 7.00 12 5x12 =4x8 = 2x4 II 8x8 4 6 8 2x4 � �i = _ _WRI�i� �_'�,� _ _ _ _. ._. ._. ._. �, 30 31 32 33 \25 342x4 3 11 IPPI a 012 �.. 1312TF s# - I; 4 - 6IY 18 17 16 15 14 4x6 = 5x12 = 2x4 II 5x12 MT18HS = 4x12 = 3x4 = 4x6 = 7-3-6 15-9-1 24-2-15 32-8-10 40-0-0 7-3-6 8-5-11 8-5-14 8-5-11 7-3-6 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[9:0-3-4,0-3-8],[12:0-0-0,0-0-4],[15:0-2-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.50 15-17 >968 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.86 Vert(CT) -0.96 15-17 >500 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.28 12 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:234 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(2-3-13 max.):4-9. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied. 9-15:2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-15 2 Rows at 1/3 pts 6-18 REACTIONS. (lb/size) 2=1898/0-5-8,12=1885/0-5-8 Max Horz 2=-207(LC 8) Max Uplift 2=-375(LC 9),12=-363(LC 8) Max Gray 2=2289(LC 31),12=2263(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3844/1272,3-4=-3990/1363,4-6=-3526/1497,6-8=-5903/1877,8-9=-5903/1877, 9-11=-4051/1343,11-12=-3818/1236 BOT CHORD 2-18=-959/3210,17-18=-1478/5909,15-17=-1478/5909,14-15=-1099/3642, 12-14=-943/3198 WEBS 3-18=-203/349,4-18=-123/1216,6-18=-2679/615,6-17=0/341,6-15=-313/302, 8-15=-1015/320,9-15=-590/2555,9-14=-72/256,11-14=-161/495 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 3-3-9,Interior(1)3-3-9 to 4-3-1,Exterior(2)4-3-1 to 12-11-4, Interior(1)12-11-4 to 26-8-15,Exterior(2)26-8-15 to 35-8-15,Interior(1)35-8-15 to 36-8-7,Exterior(2)36-8-7 to 40-10-0 zone; ���Ej PR OF�r�,s 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 , '" ANG 1 N EFS, i 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 89200P E 1---- non-concurrent � non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 41111P Vri• 6) All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ©p, Cr A_OREGON CU will fit between the bottom chord and any other members. ` .P7 \t" A. 9)A plate rating reduction of 20%has been applied for the green lumber members. /Q ;1!. Q 1 4+ 2Q P+ 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 10-112=375,12=363. MFR R10- 11) )This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. EXPIRES: 12-31-2019 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 9,2019 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 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 MT®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/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 1919691 PLH-Lot 4 Willow Brook K6359284 1919691 A04 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:20 2019 Page 1 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-TmSOtxrlr_cLOcdYVzn?pfX5meYobn5ZbCjMTpyzjuX -0� 5-6-8 5-6-8 11-3-1 5-8-9 10 70145 15 2-1-1 -2 I 25-9--145 -8 5-2-2 08744,8-15 1�4 5-348-9 I 5-6-8 4I-04 1 Scale=1:75.1 5x8 i 4x6 = 3x6 = 9 5x6 -. 4 5 41 32� 33 ,3 34 F35 3637 38 L39 41:1,,, 8 0 r SI 5x8 i 7.00 12 31 42 5x8 310 .11' 30 431. 29 44 2 0 1 _ IF 11 o m O 22 21 45 20 19 18 17 46 16 15 14 13 O 2x4 4x12 4x8 = 4x12 II 4x8 II 4x8 II 2x4 II __ 4x6 = 4x6 4x8 II 4x8 II 4x4 = 8x12 II I 5�-8 I 11-3-1 I 20-0-0 20�r0 28-8-15 I 34-5-8 40-0-0 I 5-6-8 5-8-9 8-8-15 0 b 8-2-15 5-8-9 5-6-8 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[10:0-2-12,0-3-0],[14:0-3-3,0-0-13],[15:0-7-12,0-4-0],[16:0-3-3,0-0-4],[17:0-3-5,0-0-6],[18:0-7-12,0-2-0],[19:0-3-7 ,0-0-12] 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 0.78 Vert(LL) -0.06 18-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.15 18-21 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.03 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:243 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 1-3,10-12:2x6 DF No.2 2-0-0 oc purlins(5-8-14 max.):4-8. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. 14-19,2-20:2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-18,7-18 WEBS 2x4 DF Std G REACTIONS. (lb/size) 11=726/0-5-8,18=2897/0-5-8,2=966/0-5-8 Max Horz 2=-216(LC 50) Max Uplift 11=-281(LC 53),18=-767(LC 13),2=-302(LC 12) Max Gray 11=1124(LC 31),18=3196(LC 31),2=1395(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1953/441,3-4=-1270/382,4-6=-980/437,6-7=-103/735,7-8=-537/388, 8-10=-745/331,10-11=-1446/415 BOT CHORD 2-22=-424/1566,21-22=-421/1571,18-21=-366/369,15-18=-274/165,13-15=-255/1188, 11-13=-257/1181 WEBS 3-21=-785/284,4-21=-425/217,6-21=-273/1227,6-18=-2098/667,7-18=-1287/435, 7-15=-200/1068,8-15=-260/151,10-15=-829/266 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; t1 cD PROF MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 6-3-1,Exterior(2)6-3-1 to 17-1-1, � SSS Interior(1)17-1-1 to 22-10-15,Exterior(2)22-10-15 to 33-8-15,Interior(1)33-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone; \c',<('- GINE-,R /O cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; C.? 2 Lumber DOL=1.60 plate grip DOL=1.60 w 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 kC' 89200PE 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)Provide adequate drainage to prevent water ponding. © . , 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -p A_OREGON k, 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1— "' '` will fit between the bottom chord and any other members,with BCDL=10.0psf. /6 Alk 14, 2P\ P - 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) MFR R I 0- 11=281,18=767,2=302. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum EXPIRES: 12-31-2019 sheetrock be applied directly to the bottom chord. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 9,2019 continued on Daae 2 ...... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. pit 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 1919691 PLH-Lot 4 Willow Brook K6359284 / 1919691 A04 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:20 2019 Page 2 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-TmSOtxrlr_cLOcdYVzn?pfX5meYobn5ZbCjMTpyzjuX NOTES- 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)414 lb down and 318 lb up at 11-11-9,224 lb down and 147 lb up at 14-0-12,298 lb down and 185 lb up at 16-0-12,and 257 lb down and 189 lb up at 18-0-12,and 231 lb down and 189 lb up at 19-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-8=-64,8-9=-64,8-12=-64,23-26=-20 Concentrated Loads(Ib) Vert:32=-325 33=-157 34=-228 37=-187 38=-142 r.r_ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 1919691 PLH-Lot 4 Willow Brook 1 K6359285 1919691 A05 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:22 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-P9a9Hdt0Mbs3FvnxdOpTu4dUOREC3hdr3WCSYiyzjuV 1-0 Q 5-6-8 11-3-1 113-10-15 17-1-1 I 22-10-15 26-1-1 28-8-15 I 34-5-8 I 40-0-0 5-6-8 4I1-0- Q -0- 5-6-8 5 8-9 2-7-14 3-2-2 5-9-14 3-2-2 2-7-14 5 8-91-0-0' Scale=1:74.7 9 5x6 i 5 5x6 4x6 = 4x6 = 4 6a 6a is sa 6,1 >-• as ,, 33 ► 35 r.�• 37 " 5x8 .i 32 38 7.00 12 5x8 313" a ,1039 oM' 30 40 2 29 �g 11 0 • ul 4]'n F':. - 22 21 41 20 19 18 17 42 16 15 14 13 oIq o 0 .7 4x6 = 2x4 II 5x8 — 4x8 = 4x12 II 4x8 II 4x8 II 2x4 II 4x6 = 4x8 II 4x8 II 4x4 = 8x12 H 1 5-6-8 11-3-1 1 20-0-0 2or&r0 28-8-15 34-5-8 40-0-0 5-6-8 5-8-9 8-8-15 0 b 8-2-15 I 5-8-9 5-6-8 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[10:0-3-0,0-3-0],[14:0-3-5,0-0-7],[15:0-7-12,0-4-0],[16:0-3-5,0-0-11],[17:0-3-5,0-0-3],[18:0-8-0,0-2-0],[19:0-3-7,0-0-9] LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.05 18-21 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.30 Vert(CT) -0.15 18-21 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code 18C2015/TP12014 Matrix-AS Weight:250 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 1-3,10-12:2x6 DF No.2 2-0-0 oc purlins(6-0-0 max.):4-8. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. 14-19,2-20:2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-18,7-18 WEBS 2x4 DF Std G REACTIONS. (lb/size) 11=794/0-5-8,18=2218/0-5-8,2=794/0-5-8 Max Horz 2=-272(LC 8) Max Uplift 11=-272(LC 13),18=-445(LC 12),2=-240(LC 12) Max Gray 11=1199(LC 31),18=2739(LC 31),2=1190(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1720/373,3-4=-1037/391,4-6=-770/631,6-7=-65/679,7-8=-780/623, 8-10=-1051/381,10-11=-1721/394 BOT CHORD 2-22=-344/1373,21-22=-341/1378,13-15=-235/1407,11-13=-236/1401 WEBS 3-21=-706/219,4-21=-529/339,6-21=-385/1340,6-18=-1384/595,7-18=-1369/581, 7-15=-374/1341,8-15=-521/345,10-15=-712/235 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 3-2-0,Interior(1)3-2-0 to 8-3-1,Exterior(2)8-3-1 to 17-1-1, Interior(1)17-1-1 to 22-10-15,Exterior(2)22-10-15 to 31-8-15,Interior(1)31-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone; ��cl PRpiess 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 ,, ` GINFF /Q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 C� - T /�J 3)Unbalanced snow loads have been considered for this design. _44..;1000,-,,,,,j-, Cy -y7 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 92�� non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. /� 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 will fit between the bottom chord and any other members,with BCDL=10.0psf. y OREGON k, 8)A plate rating reduction of 20%has been applied for the green lumber members. G. tij 'gyp` & 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /O Alk i" 1 4 2.Q -i- 11=272,18=445,2=240. ' �P 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum MSR R I0- V sheetrock be applied directly to the bottom chord. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12-31-2019 July 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Nit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1919691 PLH-Lot 4 Willow Brook K6359286 ,I. 1919691 A06 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:24 2019 Page 1 q9 ? T ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-LXhviJuGuD6nVDxJkprxzVinOF9vdXQX08WphZcayzjuT i-o 7-6-8 7-8-9 10-70145 40 10 24-1-1--1-1 04 4 32-5-8 7-8-9 I 7-6-8 1f-0-0 Scale=1:84.6 9x12 MT18HS i 2x4 I I8 8x8 T 4 5 3� 31 cm 6r. 33 W 34 '35 ott5x12 MT18HS * 36 5x12 MT18HS 29 7.00 12 9 340 It 28 • 37 2 0 1 _ 10 o ao o .'iil.'1, "'Ia.......- ]�l9 h 0 21 2019 18 1� 1639 15 14 13 12 0 0 2x4 H 3x6 = 4x8 II 4x8 II 4x8 II 4x4 = 2x4 II 4x6 = 4x6 = 3x6 =4x4 = 4x8 II 4x8 = 8x12 H 7-0$ 15-3-1 20-6-0 24-8-15 32-5-8 40-0-0 7-6-8 I 7-8-9 5-2-15 4-2-15 7-8-9 7-6-8 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-5-0,0-3-0],[9:0-5-4,0-1-12],[13:0-2-15,0-0-1],[14:0-2-15,0-0-1],[16:0-3-2,0-0-1],[17:0-7-12,0-4-0],[18:0-2-13,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.06 20-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.18 20-21 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.04 10 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-AS Weight:260 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 1-3,9-11:2x6 DF No.2 2-0-0 oc purlins(10-0-0 max.):4-7. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. 2-19,13-18:2x4 DF No.1&Btr G WEBS 1 Row at midpt 3-20,9-15,6-17,4-17,7-17 WEBS 2x4 DF Std G REACTIONS. (lb/size) 10=680/0-5-8,2=789/0-5-8,17=2947/0-5-8 Max Horz 2=283(LC 11) Max Uplift 10=-242(LC 53),2=-221(LC 12),17=-653(LC 13) Max Gray 10=917(LC 31),2=1027(LC 31),17=3718(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1403/269,3-4=-561/262,4-6=0/719,6-7=0/719,7-9=-342/259,9-10=-1211/318 BOT CHORD 2-21=-302/1137,20-21=-299/1142,17-20=-266/340,12-15=-148/991,10-12=-150/982 WEBS 3-21=0/319,3-20=-1106/364,4-20=-109/686,7-15=-81/660,9-15=-1145/351, 9-12=0/314,6-17=-833/290,4-17=-1935/464,7-17=-1470/312 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; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 10-3-1,Exterior(2)10-3-1 to 29-8-15, Interior(1)29-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 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 �EO P R Ores, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 C cS 3)Unbalanced snow loads have been considered for this design. �� �NG`'NE. ,„, /a 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 �� i✓ non-concurrent with other live loads. 9 5)Provide adequate drainage to prevent water ponding. 89200P E r. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -„r 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 - 15/0/P, will fit between the bottom chord and any other members,with BCDL=10.0psf. Q 9)A plate rating reduction of 20%has been applied for the green lumber members. p OREGON <(/ 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) G� X9,9 � 10=242,2=221,17=653. Q r 14, rLO2P# 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum V sheetrock be applied directly to the bottom chord. �R R I 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)540 lb down and 327 lb up at EXPI RES: 12-31-2019 15-11-9,and 250 lb down and 147 lb up at 18-0-12,and 324 lb down and 184 lb up at 19-11-12 on top chord. The design/selectionnof such connection device(s)is the responsibility of others. July 9,2019 igitdorid naara mum A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mu it Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek9 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 1919691 PLH-Lot 4 Willow Brook K6359286 19;9691 A06 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:24 2019 Page 2 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-LXhviJuGuD6nVDxJkprxzVinOFvdXX08WphZcayzjuT LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-7=-64,7-8=-64,7-11=-64,22-25=-20 Concentrated Loads(Ib) Vert:6=-254 30=-449 32=-183 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/93/2015 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 buss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCS/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 1919691 PLH-Lot 4 Willow Brook K6359287 , 1919691 A07 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:26 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-Iwpf7?wWQgMVkX5isEtP3wn8S2b6?SmRz7AghTyzjuR -1-07-6-8 1 15-3-1 117-10-15120-0-0122-1-1124-8-15 1 32-5-8 40-0-0 41-0-0 1-0 7-6-8 7-8-9 2-7-14 2-1-1 2-1-1 2-7-14 7-8-9 7-6-8 1-0- Scale=1:82.5 6x8 = 5 8 2x4 II 4144 .44 5x10 = 4 W 6 35 32 @ cc 31 33 34 36 5x12 MT18HS -i 5x12 MT18HS 30 37 7.00 123 9 29 38 0 28 39 2 0 1 V 10 0 0; = . I_._1.1 .,li r ], 9I�n 0 21 2019 18 417 1641 15 14u 13 12 oio 0 4x6 = 2x4 II 3x6 = 4x8 II 4x8 II 4x8 I 4x4 = 2x4 II 4x6 = 4x8 = 8x12 II 3x6 =4x4 = 4x8 II 7-6-8 1 15-3-1 1 20-6-0 24-8-15 1 32-5-8 1 40-0-0 1 7-6-8 7-8-9 5-2-15 4-2-15 7-8-9 7-6-8 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-5-12,0-1-12],[4:0-3-8,0-2-2],[7:0-5-9,0-1-9],[9:0-5-12,0-1-12],[13:0-3-2,0-0-1],[14:0-2-15,0-0-4],[16:0-3-5,0-0-1],[17:0-8-0,0-4-0] LOADING (psf) 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.06 20-21 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.30 Vert(CT) -0.18 20-21 >999 180 MT18HS 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.78 Horz(CT) 0.04 10 n/0/ n/0/ BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight 267 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 1-3,9-11:2x6 DF No.2 2-0-0 oc purlins(10-0-0 max.):4-7. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. 2-19,13-18:2x4 DF No.1&Btr G WEBS 1 Row at midpt 3-20,9-15,6-17,4-17,7-17 WEBS 2x4 DF Std G REACTIONS. (lb/size) 10=714/0-5-8,2=714/0-5-8,17=2358/0-5-8 Max Horz 2=-341(LC 8) Max Uplift 10=-235(LC 13),2=-193(LC 12),17=-502(LC 12) Max Gray 10=914(LC 31),2=914(LC 31),17=3527(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1234/213,3-4=-429/191,4-6=0/700,6-7=0/700,7-9=-442/195,9-10=-1238/302 BOT CHORD 2-21=-275/1079,20-21=-273/1085,17-20=-195/289,12-15=-132/1028,10-12=-135/1020 WEBS 3-21=0/320,3-20=-1033/333,4-20=-87/623,7-15=-73/618,9-15=-1022/333,9-12=0/314, 6-17=-632/311,4-17=-1754/445,7-17=-1747/436 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)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 12-3-1,Exterior(2)12-3-1 to 27-8-15, Interior(1)27-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 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- cc PR 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ,�`�`O �F`�'s 3)Unbalanced snow loads have been considered for this design. SCO �NG'NFF� /Q2 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. ' ' f! 5)Provide adequate drainage to prevent water ponding. ,,,_'44 89200P E 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. AP 0.' 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 9)A plate rating reduction of 20%has been applied for the green lumber members. Q OREGON 4/ 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4- 21o t' A. 10=235,2=193,17=502. /O It�' j 4 2P -i- 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum A. ' OP sheetrock be applied directly to the bottom chord. 'I`/'R R 10- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12-31-2019 July 9,2019 __ t 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 �p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire eka 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 1919691 PLH-Lot 4 Willow Brook 191-§691 A08 COMMON 1 1 K6359288 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:27 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-m6N2LLx8B8U MMhguQxPeb7KJTSvFkztbCnwDDvyzjuQ -1-0� 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 41-0-0 1-06-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 1-0- Scale=1:89.9 5x6 = Special 5 7.00 12 r: 21 3x4 �i 19 20 22 3x4 4 6 5x6 i • 5x6 3 7 ../N 18 23 2 01 Llur, 1' 8 c, m oa :; we '1 i i g a �' 0 9l1 4Ivi o 0 4x6 = 17 24 1625 15 14 13 26 12 27 11 10 4x6-_ Io 0 3x4 = 4x8 = 8x12 4x8 II 4x4 = 4x8 4x8 4x4 = 5x12 I I I 10-0-0 20-0-0 20 r0 30-0-0 40-0-0 10-0-0 10-0-0 o- .b 9-6-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[7:0-3-0,0-3-0],[11:0-7-0,0-2-8],[12:0-3-9,Edge],[13:0-2-15,0-0-8],[14:0-7-8,0-4-0],[15:0-3-4,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.16 14-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.38 2-17 >625 180 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.02 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:240 lb FT=20% 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*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* 5-14,6-14,4-14:2x4 DF No.1&Btr G REACTIONS. (lb/size) 8=653/0-5-8,14=2486/0-5-8,2=653/0-5-8 Max Horz 2=-352(LC 10) Max Uplift 8=-222(LC 13),14=-573(LC 12),2=-158(LC 12) Max Gray 8=739(LC 20),14=2486(LC 1),2=743(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-862/178,3-4=-602/164,4-5=-65/569,5-6=-31/531,6-7=-613/240,7-8=-905/286 BOT CHORD 2-17=-274/767,14-17=-221/305,11-14=-131/252,8-11=-134/691 WEBS 5-14=-1134/258,6-14=-857/409,6-11=-94/600,7-11=-397/301,4-14=-855/425, 4-17=-119/608,3-17=-407/300 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; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right cQ�0 P R OFt� exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 K$.' '8 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �Gj ANG I N FFg /Q 3)Unbalanced snow loads have been considered for this design. /fj 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 ctI g92pOP E �� 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. / s„ 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 / ,y will fit between the bottom chord and any other members,with BCDL=10.Opsf. 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=Ib) p A_OREGON �/� 8=222,14=573,2=158. G "� A� 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down and 228 lb up at <O ' 1 4 2Q {� 20-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. C}' ' 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). `R R 10- LOAD 0'LOAD CASES) Standard EXPIRES: 12-31-2019 July 9,2019 2ontinued Dn Daae 2 NMI= A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/73/2015 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?P/1 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 1919691 PLH-Lot 4 Willow Brook K6359288 1919691 A08 COMMON 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:27 2019 Page 2 I D:BsCgOEd 1 SnRWxunc3?PJ U kz?3ff-m6N2 LLx8B8U M M hg uQxPeb 7 KJTSvFkztbCnwDDvyzjuQ LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-9=-64,2-8=-20 Concentrated Loads(Ib) Vett:5=-336(F) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use 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 MTRk• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaton,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1919691 PLH-Lot 4 Willow Brook K6359289 1919691 A09 COMMON 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:28 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-ElxQYgxmyRcDzgF5zfwt8LsRes7tTP?kRRfnlLyzjuP -1-0-96-8-0 134-0 20-0-0 26-8-0 I 33-4-0 40-0-0 41-0- 1-0- 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 f-0-01 Scale=1:89.9 5x6 = 5 7.00 12 22 3x4 20 21 23 3x4 ,� 4 6 5x6 -i 5x6 -� 37 19 24 2 0 1 J8 o ' ii o �7. 9I ❑ .1 917 4 Ln d 4x6 = 17 25 1626 15 14 13 27 12 28 11 10 4x6,= oIo 0 3x4 = 5x8 = 8x12 II 6x8 II 4x4 = 6x8 4x8 II 4x4 = 5x12 II 10-0-0 15-4-0 20-0-0 30-0-0 40-0-0 10-0-0 5-4-0 4-8-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-12,0-3-0],[7:0-3-0,0-3-0],[11:0-7-0,0-2-8],[12:0-3-4,0-0-1],[13:0-2-14,0-0-6],[14:0-7-12,0-4-0],[15:0-3-2,0-0-10],[16:0-3-0,0-2-12] 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) -0.33 11-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.78 11-14 >605 180 TCDL 7.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.21 8 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:241 lb FT=20% 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 2-2-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G*Except* WEBS 1 Row at midpt 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 OTHERS 2x4 DF Std G REACTIONS. (lb/size) 8=1729/0-5-8,2=1729/0-5-8 Max Horz 2=-352(LC 10) Max Uplift 8=-385(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=-2682/584,3-4=-2454/562,4-5=-1816/514,5-6=-1821/514,6-7=-2576/570, 7-8=-2845/602 BOT CHORD 2-17=-624/2465,14-17=-396/2073,11-14=-245/1933,8-11=-401/2332 WEBS 5-14=-334/1433,6-14=-838/405,6-11=-90/579,7-11=-322/288,4-14=-759/401, 4-17=-84/447,3-17=-346/286 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; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, n' O PR Q Interior(1)24-0-0 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right `�`` .GINE,,�`sct exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 \-' AN9 �� 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. �� 89200PE 9� 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. APP „ 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.Opsf. 7)A plate rating reduction of 20%has been applied for the green lumber members. -f7 O RE:GON k' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) G- 4? p` �A 8=385,2=385. /O }' 14} Q'gyP /1/ RR10- e' EXPIRES: 12-31-2019 July 9,2019 __ 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ME-7473 rev.10/03/2015 BEFORE USE. 11111' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,riot a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 1919691 PLH-Lot 4 Willow Brook K6359290 1919691 A10 COMMON 5 1 Job Reference(optional) 1 ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:29 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-i Wo10yPjlk4b_gHXMR6gYPacGUGCrCtg5PKHoyzjuO 0 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 41-0 1�-06 8-0 l 6 8-0 6 8-0 l 6 8-0 6 8-0 6 8-0 1l-0-0 Scale=1:79.4 5x6 = Special 5 i_a 7.00 12 15 16 3x4 i 14 17 3x4 4 6 5x6 i • 5x6 3 7 13 18 01 0 \,/ -G 9],q I2 4x6 = 12 19 20 11 21 22 10 4x6 = o 3 3x4 = 3x4 = 5x10 = 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:Edge,0-0-4],[3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[8:0-0-0,0-0-4],[11:0-5-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.32 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.68 11-12 >700 180 TCDL 7.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.17 8 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-RH Weight:217 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 7-5-13 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Std G*Except* 5-11,6-11,4-11:2x4 DF No.1&Btr G REACTIONS. (lb/size) 8=2066/0-5-8,2=2066/0-5-8 Max Horz 2=351(LC 11) Max Uplift 8=-490(LC 13),2=-490(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3336/784,3-4=-3089/757,4-5=-2389/698,5-6=-2389/698,6-7=-3089/758, 7-8=-3336/784 BOT CHORD 2-12=-791/2766,11-12=-566/2395,10-11=-405/2395,8-10=-554/2766 WEBS 5-11=-343/1372,6-11=-810/413,6-10=-104/588,7-10=-338/294,4-11=-810/413, 4-12=-104/587,3-12=-338/293 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 3-2-0,Interior(1)3-2-0 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 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 Q�p P R O- 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 .`$ rss 3)Unbalanced snow loads have been considered for this design. . ANG N�F9 /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 non-concurrent with other live loads. 'Q 89200PE v1- 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,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 100 lb uplift at joint(s)except(jt=lb) 8=490,2=490. p A_OREGON £.j 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down and 426 lb up at 4112.01‘7'414, � �� 4` 1 20-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. Q y j 4} 00\ Pr 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ej MERR11 -�- LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 EXPIRES: 12-31-2019 July 9,2019 continued on Daae 2 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ��- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MMak* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 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 1919691 PLH-Lot 4 Willow Brook y K6359290 1919691 A10 COMMON 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:30 2019 Page 2 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-Ah3AzMz1 U3swD8OT54yLDmylMggVxHS 1 u18ugEyzjuN LOAD CASE(S) Standard Uniform Loads(pif) Vert 1-5=-64,5-9=-64,2-8=-20 Concentrated Loads(Ib) Vert:5=-674(B) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �y 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;}� lekp 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 1919691 PLH-Lot 4 Willow Brook K6359291;. 1919691 All CAL HIP 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:46:27 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJ U kz?3ff-W FljyQoo7uzf9fLThdiB7MCKW ygsC6jEaTBd34yzj mw 1-0 7-6-8 15-1-6 117-10-15 120-0-0 122-1-1 124-10-10 I 32-5-8 40-0-0 4j1-0-0 1-0 7-6-8 7-6-14 2-9-9 2-1-1 2-1-1 2-9-9 7-6-14 7-6-8 1-0 8 Scale=1:81.1 5x10 * 5 5x8 4x4 = 4 Fa Ra 1 35 28 31 3... 33 34 7 36 7x14 MT18HS -i 7x14 MT18HS Y8 37 7.0012 9 V 3 � �+ 38 rn 27 26 '- 39 2 1 �y 10 o; — - SK] a � o l� ° � ' ).gi4lo oyt o 19 18 17 16 40 41 15 14 13 12 0 0 2x4 H 8x12 H 4x8 = 8x8 = 2x4 II 4x12 = 4x8 = = 8x8 = 8x8 = 4x4 8x8 = 1 7-6-8 15-1-6 24-10-10 32-5-8 40-0-0 I I I 1 7-6-8 7-6-14 9-9-4 7-6-14 7-6-8 Plate Offsets(X,Y)-- [2:0-8-0,0-1-2],[3:0-7-0,0-3-4],[9:0-7-0,0-3-4],[10:1-0-0,0-1-10],[13:0-0-1,0-3-13],[14:0-1-1,0-3-13],[16:0-0-12,0-4-0],[17:0-7-8,0-4-0],[18:0-1-13,0-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.28 15-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.61 Vert(CT) -0.51 15-17 >945 180 MT18HS 220/195 TCDL 7.0 Rep Stress!nor YES WB 0.27 Horz(CT) 0.17 10 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-AS Weight 277 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5,8-9:2x4 DF No.1&Btr G 2-0-0 oc purlins(4-1-5 max.):4-7. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-17,6-17,6-15,9-15 4-17,7-15:2x4 DF No.1&Btr G REACTIONS. (Ib/size) 10=1912/0-5-8 (min.0-2-11),2=1912/0-5-8 (min.0-2-11) Max Horz 2=-341(LC 8) Max Uplift 10=-451(LC 13),2=-451(LC 12) Max Gray 10=2717(LC 31),2=2717(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=-4623/1273,26-27=-4563/1276,3-27=-4400/1291,3-28=-4027/1279, 28-29=-3808/1290,29-30=-3617/1307,4-30=-3571/1308,4-31=-3290/1427, 31-32=-3291/1426,6-32=-3292/1426,6-33=-3421/1465,33-34=-3420/1465, 7-34=-3419/1466,7-35=-3719/1353,35-36=-3765/1352,36-37=-3957/1334, 9-37=-4175/1330,9-38=-4511/1317,38-39=-4664/1302,10-39=-4756/1299 BOT CHORD 2-19=-973/3917,18-19=-968/3915,17-18=-960/3910,16-17=-995/3422,16-40=-995/3463, 40-41=-995/3463,15-41=-995/3463,14-15=-988/4000,13-14=-993/3997,12-13=-988/4000, 10-12=-993/4004 WEBS 3-17=-713/301,4-17=-220/885,6-17=-631/336,6-15=-478/323,7-15=-243/958, 9-15=-668/299 `��D P R OF,c- NOTES- �CJ�C� NGINEF s/O 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; r� 2 MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 12-3-1,Exterior(2)12-3-1 to 27-8-15, Interior(1)27-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right 4' 89200PE 9t" 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. "t . ��0y.:.a--- ---. 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. p OREGON ti,/ 5)Provide adequate drainage to prevent water ponding. ` "47, �� 6)All plates are MT20 plates unless otherwise indicated. <O ' }- j 4, 20 -� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �P 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 4,1 ER R I L`„ will fit between the bottom chord and any other members,with BCDL=10.0psf. 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 451 lb uplift at joint 10 and 451 lb uplift EXPI RES: 12-31-2019 at joint 2. July 9,2019 11)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. *Jul Nr.uOU OH payor c ear• A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 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 Nut 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 trek Ieks is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1919691 PLH-Lot 4 Willow Brook K6359291 191'9691 All CAL HIP 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:46:27 2019 Page 2 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-W FljyQoo7uzf9fLThdiB7MCKWygsC6jEaTBd34yzjmw ROTES- 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek a 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 Mll®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/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 1919691 PLH-Lot 4 Willow Brook K63592941 1919691 Al2 CAL HIP 1 1 Job Reference(optional) Builders FirstSourcelProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:45:47 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-hZLbZkJiYcwKMV InLDj1VwYSiq?qq?dLOEV WfPyzjnY -1-0-0768 15-1-6 15-11015 20-0-0 1 24-1-1 24-1101l10 32-5$ 40-0-0 41-0 1-0 78$ 7-6-14 0-9-; 4-1-1 4-1-1 0-9-9 7$-14 7-6-8 - i-oScale=1:81.7 5x10 i 4x4 = 8 5x12 4 5 24 29p 631m 32 N34 735 r: 9x12 MT18HS -: 27• 36 9x12 MT18HS 7.00 1 g 3 4.. ^ • 00y or 26 0 37 2 41141(11'111 . 10' o 18 17 12 16 38 39 15 14 13 9 o 19 4x12 = 2x4 8x12 4x8 = 8x12 =8x8 = 4x12 = 8x12 =8x8 = 4x6 = 2x4 I I 7-6-8 15-1-6 24-10-10 32-5-8 40-0-0 7-6-8 7-6-14 9-9-4 7-6-14 7-6-8 Plate Offsets(X,Y)-- [2:1-0-0,0-2-6],[10:1-0-0,0-2-6],[13:0-1-5,0-3-13],[17:0-7-8,0-4-0],[18:0-1-13,0-3-13] 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 0.93 Vert(LL) -0.35 15-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.60 15-17 >801 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.20 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:272 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5,8-9:2x4 DF No.1&Btr G 2-0-0 oc purlins(3-7-4 max.):4-7. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-17,6-17,6-15,9-15 4-17,7-15:2x4 DF No.1&Btr G WEDGE Left:2x4 DF Std-G,Right:2x4 DF Std-G REACTIONS. (lb/size) 10=2541/0-5-8 (min.0-3-3),2=2544/0-5-8 (min.0-3-3) Max Horz 2=283(LC 11) Max Uplift 10=-611(LC 13),2=-624(LC 12) Max Gray 10=3201(LC 31),2=3204(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=-5500/1017,3-26=-5417/1035,3-27=-4866/996,4-27=-4640/1017,4-28=-3999/1015, 28-29=-4007/1016,29-30=-4007/1016,30-31=-4011/1016,6-31=-4012/1016, 6-32=-4162/1029,32-33=-4162/1029,33-34=-4158/1029,34-35=-4157/1029, 7-35=-4149/1029,7-36=-4814/1032,9-36=-5038/1012,9-37=-5358/1036, 10-37=-5651/1018 BOT CHORD 2-19=-951/4650,18-19=-947/4646,17-18=-938/4639,16-17=-745/4292,16-38=-743/4342, 38-39=-743/4342,15-39=-743/4342,14-15=-756/4745,13-14=-761/4741,12-13=-756/4745, 10-12=-760/4750 Ep PROF WEBS 9-15=828/383 4-17=-152/1180,6-17=-957/354,6-15=-718/392,7-15=-213/1277, �� ,:902�NFF���02 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; 00PE 9< MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 10-3-1,Exterior(2)10-3-1 to 29-8-15, Interior(1)29-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 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 L • Ir,�rt:+-�� 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. A OREGON (/� 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 L 4 SDS 1,<� non-concurrent with other live loads. / '9}� V\ r 5)Provide adequate drainage to prevent water ponding. Q j 4+ �, 6)All plates are MT20 plates unless otherwise indicated. MFR R V-`" 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. EXPIRES: 12-31-2019 9)A plate rating reduction of 20%has been applied for the green lumber members. July 9,2019 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 611 lb uplift at joint 10 and 624 lb uplift ',AA IUrN.U'Vf•pcyt L MME A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 911-7473 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 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 MMAC is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 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 1919691 PLH-Lot 4 Willow Brook Q K6359292 1915691 Al2 CAL HIP 1 1 Job Reference(optional) Builders FirstSourceiProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:45:48 2019 Page 2 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-91uzm4KKJw2B_fs_vxV2275dSEL3ZRtVcuF3BryzjnX NOTES- 11)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)536 lb down and 304 lb up at 15-11-9,250 lb down and 147 lb up at 18-0-12,334 lb down and 184 lb up at 20-0-0,and 250 lb down and 147 lb up at 21-11-4,and 523 lb down and 241 lb up at 24-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-7=-64,7-8=-64,7-11=-64,20-23=-20 Concentrated Loads(Ib) Vert:6=-264 28=-449 30=-183 33=-183 35=-436 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. �' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ®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 1919691 PLH-Lot 4 Willow Brook K63592V 1919691 A13 CAL HIP 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:44:51 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-KnyQobeakPsHeu013T_gE6ExDFx?iel6VXxYhfyzjoQ 0 5-6-8 11-1-6 13-10-15 17-1-1 22-10-15 26-1-1 28-10-10 I 34-5-8 40-0-0 41-0-Q c -0 5-6-8 5-6-14 2-9-9 3-2-2 5-9-14 3-2-2 2-9-9 5 6-14 5 6-8 1-0-0' Scale=1:74.2 5x8 - 5 9 5x8 4x4 = 4x4 = 4 e Ra 6a - CR1 6,1 r 6a 6a 31 3 \ 4//\c38 5x8 i 7.00 112 5x8 J 3 10 m 29 .0 ., s� 39 4 28 / 40 " 0 12 _ r3 / 11 v� IL _ o yo 2 d r, ❑ �1® ` , 1KIVIo 0 21 20 19 41 18 42 17 43 44 16 15 14 13 0 4x12 = 2x4 II 4x12 = 4x4 = 4x4 = 6x8 = 12x20 4x4 =2x4 II 4x12 = 6x8 H 8x8 = 5x8 I I 6x8 5-6-8 11-1-6 20-0-0 28-10-101 34-5-8 40-0-0 5-6-8 5-6-14 8-10-10 8-10-10 5-6-14 5-6-8 Plate Offsets(X,Y)-- [2:1-0-0,0-1-14],[3:0-3-0,0-3-0],[10:0-3-0,0-3-0],[11:1-0-0,0-1-14],[14:0-3-8,0-0-10],[15:0-2-0,0-2-12],[18:0-0-3,0-4-0],[19:0-3-12,0-1-0] TOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP CLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.23 17-20 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.47 15-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight 282 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5,9-10:2x4 DF No.1&Btr G 2-0-0 oc purlins(3-9-11 max.):4-8. BOT CHORD 2x6 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied. 11-15:2x6 DF No.2 WEBS 1 Row at midpt 6-20,7-15 WEBS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 11=1912/0-5-8 (min.0-2-12),2=1912/0-5-8 (min.0-2-9) Max Horz 2=-274(LC 8) Max Uplift 11=-468(LC 13),2=-467(LC 12) Max Gray 11=2587(LC 31),2=2587(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-28=-4384/1325,28-29=-4238/1325,3-29=-4132/1333,3-30=-3733/1325, 4-30=-3429/1342,4-31=-3099/1451,31-32=-3100/1451,32-33=-3101/1450, 6-33=-3101/1450,6-34=-3888/1747,7-34=-3888/1747,7-35=-3278/1501, 35-36=-3278/1501,36-37=-3277/1502,8-37=-3276/1502,8-38=-3636/1402, 10-38=-3940/1384,10-39=-4109/1327,39-40=-4215/1320,11-40=-4334/1319 BOT CHORD 2-21=-1023/3649,20-21=-1021/3654,19-20=-1243/3734,19-41=-1243/3720, 18-41=-1238/3729,18-42=-1243/3734,17-42=-1243/3734,17-43=-1263/3803, 43-44=-1263/3803,16-44=-1263/3803,15-16=-1266/3793,14-15=-1017/3637, 0 PRD 13-1 =-1014/3627, WEBS 3 20=-641/209,4-20=-187/1084,11-13=-1019/36340=-1488/430,6-17=-100/540,7-17=-98/436, r_.� FF`SS/ 7-15=-1318/414,8-15=-218/1187,10-15=-431/189 �� :‘,,G210N0E-:Eds, Oj�NOTES- 4 9r' 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 3-2-0,Interior(1)3-2-0 to 8-3-1,Exterior(2)8-3-1 to 16-9-4, /rc�,,. Interior(1)16-9-4 to 23-2-12,Exterior(2)23-2-12 to 31-8-15,Interior(1)31-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 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 y A_OREGON <(/� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 L 'x7 ,`Q< /` 3)Unbalanced snow loads have been considered for this design. /O "1)' 14 y 20 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 A�r �P non-concurrent with other live loads. 'r'/`R R 10- 5)Provide adequate drainage to prevent water ponding. 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 EXPI RES: 12-31-2019 will fit between the bottom chord and any other members,with BCDL=10.0psf. July 9,2019 8)A plate rating reduction of 20%has been applied for the green lumber members. <.Ul IID IUtn U Upage z I Mt• A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Iek' 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 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 1919691 PLH-Lot 4 Willow Brook a. K6359293 19,9691 A13 CAL HIP 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:44:51 2019 Page 2 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-KnyQobeakPsHeu013T.gE6ExDFx?iel6VXxYhfyzjoQ NOTES- 9)-Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 468 lb uplift at joint 11 and 467 lb uplift at joint 2. 10)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1111111.111 1 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' lek# 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 1919691 PLH-Lot 4 Willow Brook K6359291 1919691 A14 CAL HIP 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:43:49 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-8sC_oOuhLM34CNG6RRs8j1 fMIFjcAY5_FuwGWFyzjpO -0 5-6-8 11-1-6 1110-1517-1-1 22-10-15 28-1-1 2810-1034-5-8 40-0-0 41-0-0 a -0 5-6-8 5 6-14 0-9-9 5-2-2 5-9-14 5-2-2 0-9-9 5 6-14 5-6-8 i-0- Scale=1:74.5 5x10 i 4x6 = 4x6 = 9 5x10 4 5 31, 32 57, 33 p,,3435 337 ,3 38 L3940 tl, 42 , g 43 I' r 5x12 MT18HS i 5x12 MT18HS 7.00 12 3011144\ 11111111141411411111.1141111111110 3 4° 7 2s as yg 46 2 y� e 11 /�i, ? 11117 r I a� b b •.e E 0 r-91_ Aqui, 1V 91, o 21 20 19 47 18 48 17 49 50 16 15 14 13 2;11. 4x4 = 4x12 = 2x4 II 5x10 = 4x6 = 12x20 o 4x4 =2x4 II 5x8 = 8x12 =8x12 = 7x14 MT18HS = 5x8 II 6x8 II 5-6-8 11-1-6 20-0-0 28-10-10 34-5-8 40-0-0 5-6-8 5-6-14 8-10-10 8-10-10 5-6-14 5-6-8 Plate Offsets(X,Y)-- [2:1-0-0,0-2-6],[3:0-6-0,0-3-0],[10:0-6-0,0-3-0],[11:0-4-0,0-1-10],[14:0-4-0,0-1-12],[15:0-3-6,0-2-4],[19:0-1-13,0-3-14] 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 0.59 Vert(LL) -0.38 17-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.65 15-17 >740 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.21 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:276 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5,9-10:2x4 DF No.1&Btr G 2-0-0 oc purlins(2-10-14 max.):4-8. BOT CHORD 2x6 DF 2400F 2.OE*Except* BOT CHORD Rigid ceiling directly applied. 11-15:2x6 DF No.2 WEBS 1 Row at midpt 6-20,7-15 WEBS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 11=2748/0-5-8 (min.0-3-10),2=2752/0-5-8 (min.0-3-6) Max Horz 2=-216(LC 50) Max Uplift 11=-762(LC 13),2=-787(LC 12) Max Gray 11=3408(LC 31),2=3412(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-28=-5790/1353,28-29=-5666/1355,3-29=-5643/1367,3-30=-5157/1320, 4-30=-4853/1341,4-31=-4317/1281,31-32=-4322/1282,32-33=-4325/1282, 33-34=-4329/1283,6-34=-4330/1283,6-35=-5848/1660,35-36=-5848/1660, 36-37=-5848/1660,37-38=-5848/1660,38-39=-5848/1660,7-39=-5848/1660, 7-40=-4578/1297,40-41=-4578/1297,41-42=-4573/1297,42-43=-4570/1296, 8-43=-4565/1297,8-44=-5142/1360,10-44=-5446/1338,10-45=-5601/1317, 45-46=-5631/1305,11-46=-5719/1303 BOT CHORD 2-21=-1211/4852,20-21=-1209/4856,19-20=-1386/5639,19-47=-1386/5621, , 0 PR Or 18-47=-1380/5630,18-48=-1386/5639,17-48=-1386/5639,17-49=-1356/5739, �`` FS 49-50=-1356/5739,16-50=-1356/5739,15-16=-1358/5726,14-15=-1021/4822, C3� NG l N FF �'/p 13-14=-1018/4810,11-13=-1023/4821 2 WEBS 3-20=-719/293,4-20=-316/1543,6-20=-2112/650,6-17=-42/563,7-17=-55/369, 4., 7-15=-1890/656,8-15=-370/1705,10-15=-615/381,10-13=-254/141 89200PE 9t' 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; -_ MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 6-3-1,Exterior(2)6-3-1 to 16-9-4, Interior(1)16-9-4 to 23-2-12,Exterior(2)23-2-12 to 33-8-15,Interior(1)33-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone; A_OREGON ,,Cr/ cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; 1L "'7 fit. 4 Lumber DOL=1.60 plate grip DOL=1.60 /6 '9 y 1 4 n0 -�- 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ' �Q' 3)Unbalanced snow loads have been considered for this design. iliFR R I I-\- 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)Provide adequate drainage to prevent water ponding. EXPIRES: 12-31-2019 6)All plates are MT20 plates unless otherwise indicated. July 9,2019 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t.Unur ruau Lin yayo c WI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10493/2015 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 Milek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle 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 1919691 PLH-Lot 4 Willow Brook K6359294 199691 A14 CAL HIP 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:43:49 2019 Page 2 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-8sC_oOuhLM34CNG6RRs8j1 fMIFjcAYs_FuwGWFyzjpo NOTES- 8)-*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 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 762 lb uplift at joint 11 and 787 lb uplift at joint 2. 11)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)412 lb down and 308 lb up at 11-11-9,224 lb down and 147 lb up at 14-0-12,298 lb down and 185 lb up at 16-0-12,257 lb down and 189 lb up at 18-0-12,231 lb down and 189 lb up at 20-0-0,257 lb down and 189 lb up at 21-11-4,298 lb down and 185 lb up at 23-11-4,and 224 lb down and 147 lb up at 25-11-4,and 403 lb down and 244 lb up at 28-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-8=-64,8-9=-64,8-12=-64,22-25=-20 Concentrated Loads(lb) Vert:31=-325 32=-157 33=-228 36=-187 37=-145 38=-187 41=-228 42=-157 43=-316 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 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 MITE** ®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/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1919691 PLH-Lot 4 Willow Brook 1(6359295 4 1919691 A15 CAL HIP 1 1 j Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:40 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-tcfy3n51777WPg9OgA8hdtMUPiEkHn7VBJZPAfyzjuD -1-0-0 3-6-8 I 7-5-6 9-10-15 I 15-9-1 24-2-15 30-1-1 132 -10 I 36-5-8 40-0-0 4I1-0 -0-9 3-6-8 3-10-14 2-5-9 5-10-2 8-5-14 5-10-2 2-5-9 3-10-14 3-6-8 1-0 Scale=1:75.1 5x10 i 5 10 7.00 12 5x10 = 4x8 = 2x4 II 8x12 = 4 31 5,12 A3 946 sa Ra 8 6a 6aCR, I3 . 2x4 8 35 36 37 NE 30cre 382x4 3 11 ao 4 0 1 r9 IY� IL 0 L"7 382x4 12 1�m 9I., I o 0 22 21 2019 t8 17 16 15 14 o 4x6 = 5x10 = 5x16 II 5x10 = 6x8 = 6x8 II 5x16 II 4x6 8x12 = 4x4 = 6x8 H 7-5-6 15-9-1 24-2-15 32-6-10 40-0-0 1 7-5-6 8-3-11 8-5-14 8-3-11 I 7-5-6 Plate Offsets(X,Y)-- [6:0-4-8,0-2-4],[9:0-5-12,0-3-0],[15:0-9-8,0-2-8],[16:0-3-11,0-0-10],[18:0-1-12,0-2-4],[20:0-9-8,0-2-8],[21:0-0-6,0-4-0],[22:0-1-15,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.56 18-20 >859 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.86 Vert(CT) -1.00 18-20 >482 180 TCDL 7.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.25 12 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight:277 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x6 DF 2400F 2.0E*Except* 2-0-0 oc purlins(2-2-0 max.):4-9. 12-16:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 6-18 6-22,9-18:2x4 DF No.1&Btr G 2 Rows at 1/3 pts 6-22 REACTIONS. (lb/size) 12=1883/0-5-8,2=1889/0-5-8 Max Horz 2=-207(LC 8) Max Uplift 12=-551(LC 13),2=-411(LC 13) Max Gray 12=2259(LC 32),2=2271(LC 32) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3875/1276,3-4=-3919/1326,4-6=-3445/1437,6-8=-6809/2092,8-9=-6809/2092, 9-11=-4329/1411,11-12=-4003/1279 BOT CHORD 2-22=-968/3310,20-22=-1572/6413,18-20=-1572/6413,15-18=-1159/3891, 12-15=-977/3347 WEBS 3-22=-279/171,4-22=-163/1284,6-22=-3342/666,6-20=0/390,6-18=-162/560, 8-18=-998/312,9-18=-71013215,9-15=-111/252,11-15=-184/582 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 3-3-6,Interior(1)3-3-6 to 4-3-1,Exterior(2)4-3-1 to 13-1-4, ���Ep P R QF�scS' Interior(1)13-1-4 to 26-8-15,Exterior(2)26-8-15 to 35-8-15,Interior(1)35-8-15 to 36-9-0,Exterior(2)36-9-0 to 40-10-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; j GINE". �p Lumber DOL=1.60 plate grip DOL=1.60 �' f /jj 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �� $9200P 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)Provide adequate drainage to prevent water ponding. `�, 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 liveoad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide A'OREGO ��(� will fit between the bottom chord and an other members. -r?' p` 1 8)A plate rating reduction of 20%has been applied for the green lumber members. <O '9 k 1 4 2.°N PT 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 12=551,2=411. MEPRO- 10) This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. EXPIRES: 12-31-2019 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- 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/TP11 Quality Criteria,DSB-89 and BCSI 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 1919691 PLH-Lot 4 Willow Brook 191'9691 A16 CAL HIP 1 1 K6359296 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:44 2019 Page 1 Q P ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-mNvTv98pBMdxuIT9v0CdnjX9gJbRDbb56xXQdJQyzju9 1-0-d 3-6-8 I 3 10-14 7055 7-0-2 8-5-14 I 7-0-2 30-529o 3-10-4 3-6-8 471-0-0' Scale=1:75.3 5x10 9x12 MT18HS = 5x10 = 4x8 = 2x4 II 7.0012 4 .7 ri 28 2 30 4,1 32 ri 533 ,, 34 5 6 2 36 7 a7 38 A9 40� 42,, 43 0. 2x4 ill �.' ., 2x4 3 9 ao l'!°/1 2 a c3 1 — �..m h I •1 is —. �. 10 11Io [m ;q /� . ,; 9 Oo 20 19 1817 16 15 14 13 12 oio 0 4x12 = 5x10 = 8x12 =5x16 II 5x10 = 6x8 = 6x8 II 5x16 II 4x6 = 4x4 = 6x8 II 75-6 15-9-1 24-2-15 32-6-10 40-0-0 7-5-6 8-3-11 8-5-14 8-3-11 7-5-6 Plate Offsets(X,Y)-- [2:1-0-0,0-2-2],[4:0-4-10,0-2-8],[5:0-4-12,0-2-4],[10:Edge,0-0-4],[12:0-4-0,0-0-1],[13:0-9-8,0-2-8],[14:0-3-7,0-0-1],[16:0-1-12,0-2-4],[18:0-9-8,0-2-8], [19:0-4-0,0-4-0],[20:0-1-12,0-2-4] TOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP CLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.55 16-18 >874 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.87 Vert(CT) -1.04 16-18 >464 180 MT18HS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.26 10 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Weight:267 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x6 DF 2400F 2.0E*Except* 2-0-0 oc purlins(2-1-13 max.):4-8. 10-14:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 8-16 5-20,8-16:2x4 DF No.1&Btr G 2 Rows at 1/3 pts 5-20 REACTIONS. (Ib/size) 10=2271/0-5-8,2=2276/0-5-8 Max Horz 2=-139(LC 10) Max Uplift 10=-663(LC 13),2=-689(LC 12) Max Gray 10=2665(LC 32),2=2670(LC 32) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4415/1218,3-4=-4090/1181,4-5=-3505/1081,5-7=-6933/1959,7-8=-6933/1959, 8-9=-4491/1207,9-10=-4577/1188 BOT CHORD 2-20=-1051/3761,18-20=-1699/6524,16-18=-1699/6524,13-16=-930/3947, 10-13=-929/3817 WEBS 3-20=-486/279,4-20=-272/1361,5-20=-3484/918,5-18=0/392,5-16=-133/497, 7-16=-1055/428,8-16=-959/3347,8-13=-122/333,9-13=-414/622 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; oko PR QFFsrs' MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 13-1-4,Interior(1)13-1-4 to 26-8-15,Exterior(2)26-8-15 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for C;\ G N F / reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 t j �N ' '' ' a 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 w $g200P E x-57 3)Unbalanced snow loads have been considered for this design. CC 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. //,rK�, 5)Provide adequate drainage to prevent water ponding. .- moss � / 6)All plates are MT20 plates unless otherwise indicated. f 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y OREGON ,(/ 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 L- 4 D. will fit between the bottom chord and any other members. /Q -1).- 1 4 2,o P-{- 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) MAIR 11-‘' 10=663,2=689. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum EXPI RES: 12-31-2019 sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 9,2019 Continue t 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 M 1 I;� 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/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 1919691 PLH-Lot 4 Willow Brook K6359296 1919691 A16 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:4.4 2019 Page 2 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-mNvTv98pBMdxulT9vOCdnjX9gJbRDbb56xXdJQyzju9 • NOTES- 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 lb down and 281 lb up at 7-11-9,136 lb down and 103 lb up at 10-0-12,186 lb down and 146 lb up at 12-0-12,177 lb down and 151 lb up at 14-0-12,177 lb down and 151 lb up at 16-0-12,177 lb down and 151 lb up at 18-0-12,177 lb down and 151 lb up at 20-0-0,177 lb down and 151 lb up at 21-11-4,177 lb down and 151 lb up at 23-11-4,177 lb down and 151 lb up at 25-11-4,186 lb down and 146 lb up at 27-11-4,and 136 lb down and 103 lb up at 29-11-4,and 215 lb down and 228 lb up at 32-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-8=-64,8-11=-64,21-24=-20 Concentrated Loads(Ib) Vert:27=-120 28=-51 30=-117 32=-93 33=-69 34=-64 35=-64 36=-64 37=-69 38=-93 40=-117 42=-44 43=-116 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/rP11 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 1919691 PLH-Lot 4 Willow Brook q K6359297 1919691 A17 CALIFORNIA GIRDER 1 2 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Apr 19 2019 Print 8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:42:09 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-4d9BoChzudSGC?duaR4hgxWFRyZulNKGFKiz?2yzjgy o 5-10-15 -1 34-1111337-1-734- I q 1-0-0'1 2-10-9 1 2-4-13 0I 312 18-11-7 9-2-11 0-3-12 2-8-10 I 40-0-0 411-0-OI 0-3-13 Scale=1:74.5 2x4 II 8x8 = 7.00 12 4x8 = 4x8 = 4x4 = 8x8 = 2x4 • 2 „23 ?425 W 52& 27 5, 28 5430 32 ,, 33 r,8 34_ 35, 36 „7 • 38 2x4 3 10 rn CD 2 p� 11 r t6 Z. _ 17 16 9IV . 0 4x6 39 40 21 41 42 43 20 194544 18 = 48 49 50 51 15 52 14 53 13 4x6 = 54 55 47 46 4x12 = 4x4 = 4x12 = 4x6 = 4x12 =8x8 = 4x8 II 4x4 = 6x8 II 8x8 = 4x4 = 5-3-61 16-5-8 34-4-13 40-0-0 5-3-6 11-2-2 17-11-5 5-7-3 Plate Offsets(X,V)-- [2:0-1-4,Edge],[4:0-2-12,0-4-0],[5:0-3-9,0-2-0],[9:0-2-12,0-4-0],[11:0-1-4,Edge],[15:0-0-7,0-3-14],[16:0-3-9,0-2-0],[18:0-0-11,0-3-13],[20:0-3-9,0-2-0] 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 0.69 Vert(LL) 0.58 17-20 >820 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.84 Vert(CT) -1.19 17-20 >398 180 TCDL 7.0 Rep Stress Incr NO WB 0.50 Horz(CT) 0.21 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:520 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x6 DF 2400F 2.0E*Except* 2-0-0 oc purlins(4-0-3 max.):4-9. 11-15:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G*Except* 4-20,5-17,8-17,9-16:2x4 DF No.1&Btr G REACTIONS. (Ib/size) 2=3255/0-5-8 (min.0-1-12),11=3246/0-5-8 (min.0-1-14) Max Horz 2=100(LC 47) Max Uplift 2=-1382(LC 10),11=-1392(LC 11) Max Gray 2=3542(LC 29),11=3533(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5799/2382,3-4=-5934/2525,4-22=-9680/4347,22-23=-9680/4347,23-24=-9680/4347, 24-25=-9680/4347,25-26=-9680/4347,5-26=-9680/4347,5-27=-12985/5814, 27-28=-12985/5814,28-29=-12985/5814,6-29=-12985/5814,6-7=-12985/5814, 7-30=-12985/5814,30-31=-12985/5814,31-32=-12985/5814,32-33=-12985/5814, 8-33=-12985/5814,8-34=-11166/5022,34-35=-11166/5022,35-36=-11166/5022, 36-37=-11166/5022,37-38=-11166/5022,9-38=-11166/5022,9-10=-5856/2529, 10-11=-5733/2386 BOT CHORD 2-39=-1975/4730,39-40=-1975/4730,21-40=-1975/4730,21-41=-2249/5289, 41-42=-2249/5289,42-43=-2249/5289,43-44=-2249/5289,20-44=-2249/5289, 19-20=-4263/9680,19-45=-4266/9646,45-46=-4258/9660,18-46=-4255/9665, p PR QFc 18-47=-4263/9680,17-47=-4263/9680,17-48=-4908/11166,48-49=-4908/11166, <(,Q` c s 49-50=-4908/11166,16-50=-4908/11166,16-51=-2205/5253,15-51=-2205/5253, � ANG I N FR /p2 15-52=-2191/5250,14-52=-2200/5242,14-53=-2205/5253,13-53=-2205/5253, 13-54=-1913/4684,54-55=-1913/4684,11-55=-1913/4684 WEBS 4-21=-209/423,9-13=-507/543,7-17=-863/671,5-20=-2327/1324,8-16=-1776/1090, t . 89200PE 9c' 4-20=-2244/5040,5-17=-1578/3564,8-17=-876/2012,9-16=-2901/6534,3-21=-461/898, 10-13=-464/874 t NOTES- • Cr 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: -9 OREGON`Q Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. L /fes Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. /O "T}- 1 4, 2- -i- Webs connected as follows:2x4-1 row at 0-9-0 oc. [ P` 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to SFR R II-\- ` " ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)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 EXPIRES: 12-31-2019 grip DOL=1.60 July 9,2019 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ovrmrnaca•vr*Tmlar..,..........-.....,...................._.................y... r calf• A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mitDesign 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. 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 ANSIITP11 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 1919691 PLH-Lot 4 Willow Brook K635929? 1919691 All CALIFORNIA GIRDER 1 2 Job Reference(optional) Builders FirstSourcelProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Apr 19 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Tue Jul 9 15:42:09 2019 Page 2 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-4d9BoChzudSGC?duaR4hgxWFRyZu!NKGFKiz?2yzjgy NOTES- 6)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. 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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 1382 lb uplift at joint 2 and 1392 lb uplift at joint 11. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)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 37-11-4 to connect truss(es)to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)432 lb down and 410 lb up at 5-11-9,226 lb down and 189 lb up at 8-0-12,226 lb down and 195 lb up at 10-0-12,236 lb down and 179 lb up at 12-0-12,227 lb down and 198 lb up at 14-0-12,228 lb down and 200 lb up at 16-0-12,227 lb down and 196 lb up at 18-0-12,227 lb down and 178 lb up at 20-0-0,227 lb down and 196 lb up at 21-11-4,226 lb down and 195 lb up at 23-11-4,226 lb down and 194 lb up at 25-11-4,226 lb down and 193 lb up at 27-11-4,229 lb down and 198 lb up at 29-11-4,and 222 lb down and 193 lb up at 31-11-4,and 433 lb down and 417 lb up at 34-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-9=-64,9-12=-64,2-11=-20 Concentrated Loads(Ib) Vert:14=-37(B)7=-119 17=-37(B)22=-333 23=-161 25=-137 26=-132 27=-119 28=-119 29=-119 31=-119 32=-119 33=-119 34=-119 35=-136 37=-156 38=-334 39=-39(B)40=-37(B)41=-37(B)42=-37(B)43=-37(B)44=-36(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)53=-37(B) 54=-37(B)55=-37(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. int Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek 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/TPII Quality Criteria,DSB-89 and BCSI 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 1919691 PLH-Lot 4 Willow Brook g K6359298 1979691 B01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:49 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-6LiMysCy?uGE?3L7iZooUmE9UKO1 u_egGCFO?dyzju4 1-1-0-0 I 4-11-14 9-11-12 14-11-10 19-11-8 ?0-11-81 1-0-0 4-11-14 4-11-14 4-11-14 4-11-14 1-0-0 Scale=1:43.1 4x4 = 7.00 112 4 Sheet Front ��, �I�� Full Sheathing 1 Ply 7/16"4x9 OSB 1/ I,I I i 2� 27 /1/ ,��� 28 29 ^ / 1, 5 �I� 5x6 � 5x6 zs ,li., ,co ii ,A. j������IIiI:��IO Special �ii�a� ...� rte., i!.;,IF 44�///%,Ji,J////////////////I�SII ' � .rp III /� q.1 2 'li��i/,fv ���i� ��� 670z; / ,«�� , � // %�/Oi,.._ , ..............................:.. q !i!i!%%%%%%%%%i!%i!i!%i!i!%%%%%%i!i!%i!i!%a 31 8 32 33 34 35 ► �o Iq 3x4 = Special 3x8 = LUS24 LUS24 LUS24 LUS24 3x8 = 11 10 9 LUS24 1 6-5-0 9-11-12 I 19-11-8 6-5-0 3-6-12 9-11-12 Plate Offsets(X,Y)-- [2:0-2-0,Edge],[3:0-3-0,0-3-0],[5:0-3-0,0-3-0],[6:0-8-0,0-0-10],[12:0-0-12,0-1-8],[13:0-1-9,0-1-0],[14:0-3-12,0-1-8] LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.13 6-8 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.42 6-8 >409 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH 1 Weight:212 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 5-7,1-3:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x6 DF No.2*Except* 4-8,5-8,3-8:2x4 DF Std G OTHERS 2x4 DF Std G REACTIONS. All bearings 6-5-0 except(jt=length)6=0-5-8,9=0-5-8. (Ib)- Max Horz 2=184(LC 31) Max Uplift All uplift 100 lb or less at joint(s)9,10,11 except 2=-244(LC 12), 6=-238(LC 13) Max Gray All reactions 250 lb or less at joint(s)9,10,11 except 2=756(LC 1), 6=884(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1209/383,3-4=-880/285,4-5=-882/285,5-6=-1195/369 BOT CHORD 2-11=-357/967,10-11=-357/967,9-10=-357/967,8-9=-357/967,6-8=-222/979 WEBS 4-8=-147/529,5-8=-410/279,3-8=-397/306 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)-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 c1Eti P R Ore ,Interior(1)12-11-12 to 17-9-7,Exterior(2)17-9-7 to 20-9-7 zone;cantilever left and right exposed;end vertical left and right s `` `ss exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �Gj ,9021:::: /p 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 .?j Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. C/ ^)✓ 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 8 �' 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. 4111P/). .:6 ----- , / 6)All plates are 2x4 MT20 unless otherwise indicated. VI Cr 7)Gable studs spaced at 2-0-0 oc. -p OREGON t(� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L /if 9)*This truss has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide <O 11 r 14, 2\ P c-- + will fit between the bottom chord and any other members. A.0 10)A plate rating reduction of 20%has been applied for the green lumber members. rt'f R RIO- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,10,11 except (jt=lb)2=244,6=238. EXPIRES: 12-31-2019 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 10-0-4 from the left end to 17-10-12 to connect truss(es)to front face of bottom chord. July 9,2019 7rltFiillillta thho. 2 where hanger is in contact with lumber. -- A WARNING-Verifydesign , g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.1W03/2015 BEFORE USE. NH 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 MjTek` 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/TPl1 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 1919691 PLH-Lot 4 Willow Brook K6359298 1919691 601 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:49 2019 Page 2 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-6LiMysCy?uGE?3L7iZooUmE9U KO1 u_egGCFO?dyzju4 NOTES- 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)96 lb down and 199 lb up at 17-10-12 on top chord,and 65 lb down and 60 lb up at 7-11-8 on bottom 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:1-4=-64,4-7=-64,2-6=-20 Concentrated Loads(Ib) Vert:31=-65(F) • 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 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 BCS/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 1919691 PLH-Lot 4 Willow Brook K6359299 191'9691 B02 COMMON 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:50 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-bXGk9CCamCO5cDwJGGJ 11_nKFkkidRyzVs_xX4yzju3 -1-04-11-14 9-11-12 14-11-10 19-11-8 � -11-8-0I I I1-0-0 4-11-14 4-11-14 4-11-14 4-11-14 1-0-0 Scale=1:41.4 4x4 = 7.00 12 4 5x6 i 10 11 N12 Sx6 ., g 5 g 14 0 42 6 7 0 m 1 /. 10 = - Io 8 • oIo 3x8 = 3x8 = 3x8 = 9-11-12 19-11-8 9-11-12 9-11-12 _ Plate Offsets(X,Y)-- [2:0-8-0,0-0-11],[3:0-3-0,0-3-0],[5:0-3-0,0-3-0],[6:0-8-0,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.11 2-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.33 6-8 >706 180 TCDL 7.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.03 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:98 lb FT=20% BCDL 10.0 9 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 5-7,1-3:2x6 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=887/0-5-8 Max Horz 2=-184(LC 10) Max Uplift 2=-205(LC 12),6=-205(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1207/313,3-4=-897/229,4-5=-897/229,5-6=-1207/313 BOT CHORD 2-8=-288/995,6-8=-173/987 WEBS 4-8=-90/558,5-8=-405/282,3-8=-405/281 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 17-9-8,Exterior(2)17-9-8 to 20-9-8 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 �fIav PR()FescS' non-concurrent with other live loads. C`� C 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SCO ANG I N E /O 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 ?j will fit between the bottom chord and any other members. ..Q...;‘,-1 97)A plate rating reduction of 20%has been applied for the green lumber members. 892008)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=205. ,:Igrior.44, �.: 4 ,�OREGON�N. ��� iO q14, 20 i*- `�FRRIL- Q' EXPIRES: 12-31-2019 July 9,2019 _ r - A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nut 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* Iek* 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 1919691 PLH-Lot 4 Willow Brook K6359300 - 1919691 B03 COMMON 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:51 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-3kg6NYDCXW WyENV Wq_gGZBJ WD73TMuG7j WkV3Wyzju2 4-11-14 9-11-12 14-11-10 19-11-80-11-8 . 4-11-14 4-11-14 4-11-14 4-11-14 11-0- 0 Scale=1:40.5 4x4 = 3 7.00 12 10 11 9 2x4 5x6 2 4 RJ 4J. 8 12 1 5 0 6 I.2 C _ aIv 7 O 3x8 II 3x8 3x8 = 9-11-12 19-11-8 9-11-12 9-11-12 Plate Offsets(X,Y)-- [1:0-3-9,Edge],[1:0-1-1,0-5-14],[1:0-0-9,0-0-15],[4:0-3-0,0-3-0],[5:0-8-0,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.13 1-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.42 1-7 >556 180 TCDL 7.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.03 5 n/a n/a BCLL 0.0 BCDL 10.0 t Code IBC2015/TPI2014 Matrix-RH Weight:91 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-10-2 oc purlins. 4-6:2x6 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 WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 5=889/0-5-8,1=817/0-5-8 Max Horz 1=-180(LC 8) Max Uplift 5=-205(LC 13),1=-172(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1194/316,2-3=-897/236,3-4=-903/236,4-5=-1213/320 BOT CHORD 1-7=-277/974,5-7=-179/991 WEBS 3-7=-95/557,4-7=-393/282,2-7=-374/270 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)0-2-12 to 3-2-12,Interior(1)3-2-12 to 6-11-12,Exterior(2)6-11-12 to 12-11-12,Interior(1)12-11-12 to 17-9-8,Exterior(2)17-9-8 to 20-9-8 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 fIQED P R OFF 3)Unbalanced snow loads have been considered for this design. :`NG N E�9 cS'/� 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. �? �/ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Z4., $g 200P E '9� 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. iiiir 04111111P/'` 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) :'0i 5=205,1=172. 0 OREGON�� 40 426"1-7,411, 14, V Q�- � RRtI-\- e' EXPIRES: 12-31-2019 July 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �p 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 1919691 PLH-Lot 4 Willow Brook K6359301 1919691 CO1 Valley 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:52 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-XwOVauEq IpepsW4iNhLV6PSISXXYSOpGyAT2byyzju 1 8-1-8 16-3-0 8-1-8 8-1-8 Scale=1:29.9 4x4 = 6 Sheet Front t Full Sheathing ���� 1 Ply 7/16"4x9 OSB 5 ��FP ������ 7 7.00 12 `rr/� %+'►��� 8 3 or /�/ �/ r �'''��� 9 2 ��p/ �% �pe'I�OI�j 10 �� / / / �/ // SII , •4„ 4 ,4 /4 /4 '4 ♦ee���N�ea�eeee���H�e��e�♦ ♦N���eee�ee���������a�eae�♦ ♦�����������♦ ♦�� 0 All 11 � I�I��II„/,/0'//,,,/,/,IIIIe >/1 3x4 . 20 19 18 17 16 15 14 13 12 3x4 16-3-0 16-3-0 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 11 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:116 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 16-3-0. (Ib)- Max Horz 1=-127(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,17,18,19,20,15,14,13,12 Max Gray All reactions 250 lb or less at joint(s)1,11,16,17,18,19,20,15,14,13,12 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.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-6-9 to 3-6-9,Exterior(2)3-6-9 to 5-1-8,Comer(3)5-1-8 to 11-1-8, Exterior(2)11-1-8 to 12-8-7,Corner(3)12-8-7 to 15-8-7 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)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. ti 7)Gable studs spaced at 1-4-0 oc. �f ``G[' P R Opus 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "‘(<.,1 L G 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 , NG I N E,�` /Q2 will fit between the bottom chord and any other members. Ng 19' 10)A plate rating reduction of 20%has been applied for the green lumber members. w '9 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,17,18,19,20, 89200P E 15,14,13,12. L ,9 OREGON� �tU� /O gy14, 2 . - • `/1ERRiI-\- '3EXPIRES: 12-31-2019 July 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 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” 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 1919691 PLH-Lot 4 Willow Brook K6359302 1919691 JA01 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:53 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-?6ytoEFS37mgTgfuxPskfcPw4xgvgrZPBgDb8PyzjuO -1-0-0 0-11-8 1-10-15 1-0-0 0-11-8 0-11-7 Scale=1:13.7 3 7.00 12 2 0 5 6 4 c ♦ LUS24 LUS24 3x4 = 6-0-0 6-0-0 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 0.04 Vert(LL) -0.07 2-4 >978 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.22 2-4 >326 180 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:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=188/0-5-8,4=59/Mechanical,3=46/Mechanical Max Horz 2=69(LC 12) Max Uplift 2=-13(LC 12),3=-45(LC 12) Max Gray 2=195(LC 18),4=118(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.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. P R()ice �G 8)Refer to girder(s)for truss to truss connections. c` 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 10) 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 �Gj 2-0-12 from the left end to 4-0-12 to connect truss(es)to back face of bottom chord. ?s 11)Fill all nail holes where hanger is in contact with lumber. �� 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). g2OOP LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 -_ .. • AMP- Uniform -Uniform Loads(plf) d (r Vert:1-3=-64,2-4=-20 � OREGON t, 'O 4r14, 2-°\ P+ `1R R I VA- EXPIRES: 12-31-2019 July 9,2019 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 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 1919691 PLH-Lot 4 Willow Brook K6359303 1919691 JA01A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:54 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-TJVF?ZF4gRuX5gE4V6OzBqx5BL10ZIoZPUz9gryzju? 1-10-15 6-0-0 1-10-15 4-1-1 Scale=1:11.2 2 7.00 12 0� 1 II II ,E rn ,_/ ♦♦ o 4LUS24 5LUS24 3 3x4 = 1-10-31-1p-05 6-0-0 1-10-3 0-0i-12 4-1-1 LOADING (psf) 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.06 1-3 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-3 >359 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:14 lb FT=20% 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) 1=109/0-5-8,2=52/Mechanical,3=57/Mechanical Max Horz 1=55(LC 12) Max Uplift 2=-50(LC 12) Max Gray 1=126(LC 5),2=57(LC 21),3=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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2. 9)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 Q! 0 PR OFt� 2-0-12 from the left end to 4-0-12 to connect truss(es)to back face of bottom chord. � � `ss 10) Fill all nail holes where hanger is in contact with lumber. t.\ 1 N / 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). v`~ i'TLOAD CASE(S) Standard 9200PE1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,1-3=-20 :1401111"f , � 04. OREGON�� 4� �4 l" 14, 2° e4 EXPIRES: 12-31-2019 July 9,2019 MOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `� 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?PI1 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 1919691 PLH-Lot 4 Willow Brook K6359304 n 1919691 JA02 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:54 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-TJV F?ZF4gRuX5gE4V6OzBqx49L 10ZI0ZPUz9gryzju? -1-0-0 3-10-15 1-0-0 3-10-15 Scale=1:17.1 3 7.00 12 5 2 _• 3x4 = 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 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=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 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 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. ��Q P R �� 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)3,2. �s 89200PE r p ,�OREGON Z�L N 7O -4/Y14, 4- p.' MFRRI�L V EXPIRES: 12-31-2019 July 9,2019 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 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 Qual/ty 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 1919691 PLH-Lot 4 Willow Brook K6359305 1519691 JA02A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:55 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-xV3dDvGibkONj_pH3gvCk1 UFiIM EII2ie8iiCHyzju_ 3-10-15 6-0-0 3-10-15 2-1-1 Scale=1:16.8 2 1 3 i 7.00 12 4 ,i 1 r i 3 3x4 = 3-10-3 3-10.T15 6-0-0 3-10-3 0-0-12 2-1-1 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.06 1-3 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-3 >359 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:18 lb FT=20% 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) 1=173/0-5-8,2=116/Mechanical,3=57/Mechanical Max Horz 1=107(LC 12) Max Uplift 2=-101(LC 12) Max Gray 1=173(LC 18),2=125(LC 21),3=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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=101. �0DPO�- ��\ 8‘A9G2i0N:FER „iiii. ss/029 0 act 4 OREGON�� too <O 4k 14, 2Q P-4- �FR R I L -\ e' EXPIRES: 12-31-2019 July 9,2019 rr. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with 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 ANSUTP/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 1919691 PLH-Lot 4 Willow Brook K6359306 1919691 JA03 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:56 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-Phd?QFHLM28EK8OTcXQRGF 1 N98iT1 ClstoSGjjyzjtz -1-0-0 2-11-8 5-10-15 1-0-0 2-11-8 2-11-8 Scale=1:23.1 3 7.00 I12 5 2 0 3x4 = 4 6-0-0 6-0-0 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 0.24 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=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=171/Mechanical,2=324/0-5-8,4=57/Mechanical Max Horz 2=176(LC 12) Max Uplift 3=-148(LC 12),2=-59(LC 12) Max Gray 3=203(LC 19),2=332(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 AFF 8)Refer to girder(s)for truss to truss connections. c 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=Ib) t N� s/ 3=148. Q2 „ti-r 89200PE 1 .. -y ,/OREGON 4./ Aik 14, 4- P+ EXPIRES: 12-31-2019 July 9,2019 IMMO A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. lotDesign 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 1919691 PLH-Lot 4 Willow Brook a K6359307 191f9691 JA03A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:57 2019 Page 1 I D:BsCgOEd 1 SnR Wxunc3?PJ U kz?3ff-tuBNeblz7M G5ylzfAFxgpS2 YkY2imfY?6SBpGAyzjty 5-10-15 6-0(O 5-10-15 0-1 11 Scale=1:22.7 2 7.00 12 4 1 rd_1111111111=1h ►rg 3x4 = 3 5-10-15 6-00 5-10-15 0--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 0.25 Vert(LL) -0.06 1-3 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-3 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:23 lb FT=20% 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) 1=237/0-5-8,2=180/Mechanical,3=57/Mechanical Max Horz 1=159(LC 12) Max Uplift 1=-18(LC 12),2=-153(LC 12) Max Gray 1=241(LC 18),2=200(LC 18),3=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 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 2=153. C`1.1 a�CI �D P R Opp � ss GINE d„ , 9 /029 ° 89200PE OREGON CSL -4/}- 1 4 2° RR11- - �' EXPIRES: 12-31-2019 July 9,2019 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 Mel( 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/I-PH 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 1919691 PLH-Lot 4 Willow Brook K6359308 1919691 JA04 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:38:59 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-gGJ82HJDfzWpBb621fz8utft8MkAEZ2lZmgwK2yzjtw -1-0-0 6-0-0 7-10-15 1-0-0 6-0-0 1-10-15 Scale=1:28.6 4 7.00 128 9 tG6 ,-�--, 3x4 = 5 6-0-0 6-0-0 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 0.26 Vert(LL) -0.06 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-5 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight:31 lb FT=20% 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. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2. (Ib)- Max Horz 2=211(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,2 except 3=-187(LC 12) Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=322(LC 19),3=280(LC 19) 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.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 3-7-4,Exterior(2)3-7-4 to 7-10-3 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. 2C P �r 7)A plate rating reduction of 20%has been applied for the green lumber members. Q Q C 8)Refer to girder(s)for truss to truss connections. c(, S 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2 except(jt=lb) G3 ANG 1 N�F� s/Q 3=187. �? 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. ��f 9200P "3"_„. p � ,/OREGON� � �tv / 4)- 14, ZQp�' MEPRO- 6 EXPIRES: 12-31-2019 July 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi/s eke 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 ANSUTPII 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 1919691 PLH-Lot 4 Willow Brook 1(6359309 19;9691 JA04A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:00 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-IStWGdKrQHegplhErNVNR5B2gm4Pz0HRoQQTsVyzjty 6-0-0 7-10-15 6-0-0 1-10-15 Scale=1:28.6 3 0 2 7.00 ,2 7 _, ►, 6 4 5 N N t. 1 d 4 1111111=11111=116Q l►/ �/ 3x4 = 4 6-0-0 6-0-0 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.06 1-4 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-4 >359 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix-P Weight 28 lb FT=20% 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. All bearings Mechanical except(jt=length)1=0-5-8,2=0-3-2. (Ib)- Max Horz 1=198(LC 12) Max Uplift All uplift 100 lb or less at joint(s)1,3 except 2=-190(LC 12) Max Gray All reactions 250 lb or less at joint(s)1,3,4 except 2=275(LC 19) 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)0-2-12 to 3-2-12,Interior(1)3-2-12 to 3-7-4,Exterior(2)3-7-4 to 7-10-3 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*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. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3 except(jt=lb) 'p PROF 2=190. c.,- <(' F061 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. , CNGI NFFR /Q /✓ CCN. 9200P 9 .41, ©yG 41OREGON•\4 to /.0 ../), 14, 4- P-E- RRI0- 6 EXPIRES: 12-31-2019 July 9,2019 ' MM. 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 MITA' 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 BCS/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 '1919691 PLH-Lot 4 Willow Brook K6359310 1919691 JA05 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:01 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-mfQuTzLTBamXRvGRP40czIkEj9PeiTXb149OPxyzjtu • -1-0-0 6-0-0 9-10-15 1-0-0 6-0-0 3-10-15 Scale=1:34.5 5 I; 0 4 7.00 ,2 g 3 't 8 9 ►5 w m R 7 2 1 I/ go �dI 3x4 = 6 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 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-6 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-P Weight:36 lb FT=20% 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. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8. (Ib)- Max Horz 2=247(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,2,4 except 3=-192(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 2=320(LC 1),3=263(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 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. �� P R Q C Fc 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. s 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,4 except R 2 (jt=lb)3=192. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 89200P E 4111F y ct" OREGON tv <O -/k 14, 4- p�- 44ER R 1 LA-Ca' EXPIRES: 12-31-2019 July 9,2019 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 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 1919691 PLH-Lot 4 Willow Brook K6359311 199691 JA05A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:02 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-Er_GhJ M5yuuO23rdzoXrW WHOCZItRwnkFkvaxNyzjtt 6-0-0 9-10-15 6-0-0 3-10-15 Scale=1:34.5 4 In O 3 7.00 12 8 2 't 7 � Y ao 6 N 1 O O „ � 3x4 = 5 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.06 1-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 VertCT -0.19 1-5 >359 180 BCD LLTCL 0.0 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:33 lb FT=20% 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. All bearings Mechanical except(jt=length)1=0-5-8,2=0-3-2,3=0-1-8. (Ib)- Max Horz 1=234(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,3 except 2=-195(LC 12) Max Gray All reactions 250 lb or less at joint(s)1,4,5,3 except 2=268(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)0-2-12 to 3-2-12,Interior(1)3-2-12 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*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. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. cO PR Op 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,3 except(jt=lb) `�� `ss 2=195. \5 Gtl\J /O 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3. [� `„_`44 89200PE v� G ,/OREGON� 4/�O //y 14, 2� 41FRR►�� EXPIRES: 12-31-2019 July 9,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mll' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1919691 PLH-Lot 4 Willow Brook K6359312 1919691 JA06 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:04 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-AE616_NMTV861M??4DZJbxMkgN VgvgH 1j2Oh0Gyzjtr 1-0-0 3-0-0 6-0-0 11-10-15 ' 1-0-0 3-0-0 3-0-0 5-10-15 Scale=1:41.7 5 o 7.00 12 4 ,1 3 ` 9 10 2 1 o .t 6 354 = 6-0-0 6-0-0 Plate Offsets(X,Y)-- [2:0-0-1,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.04 6-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.11 6-9 >635 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight:40 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8. (Ib)- Max Horz 2=283(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,4 except 3=-176(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 2=312(LC 1),3=274(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-271/250 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 7-7-4,Exterior(2)7-7-4 to 11-10-3 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. P R FF 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 ` Q ()Fen will fit between the bottom chord and any other members. "� G N� sts- 7)A plate rating reduction of 20%has been applied for the green lumber members. �N FR r) 8)Refer to girder(s)for truss to truss connections. t? ?i 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. '' "V 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4 except 89200P E (lt=1b)3=176. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum •s V" sheetrock be applied directly to the bottom chord. OREGON 4/� 1.-/6-4-7,/ 14, 2Q P-�- MFRRI - Q' EXPIRES: 12-31-2019 July 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.11W3/2015 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 ANSIITP/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 lob Truss Truss Type Qty Ply 1919691 PLH-Lot 4 Willow Brook 1919691 JA06A JACK-OPEN 1 1 K6359313 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:04 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-AE616_NMTV861M??4DZJbxMI_NRLVgH 1j2Oh0Gyzjtr Z -1-0-0 2-4-0 6-0-0 11-10-15 1-0-0 I 2-4-0 3-8-0 I 5-10-15 Scale=1:42.2 5 Io 7.00 112 4 9 rj 3 0.1 o 0 0 6 8 0 2 1 � raillirsillin w o M.,x8 = 7 6 3x4 = 3x4 II I 2-4-0 2-4-0 Plate Offsets(X,Y)-- [2:0-5-0,Edge] 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 0.25 Vert(LL) -0.05 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-6 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:44 lb FT=20% 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 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-6:2x4 DF Std G REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8. (Ib)- Max Horz 2=283(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,4 except 3=-190(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 2=320(LC 1),3=262(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-282/251 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)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 7-7-4,Exterior(2)7-7-4 to 11-10-3 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. (cc\g0 P R Oress 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. �1AG I NE,A /Q 7)A plate rating reduction of 20%has been applied for the green lumber members. L 8)Refer to girder(s)for truss to truss connections. 44/ 9 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. CC =9200P i 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4 except AOIP (jt=lb)3=190. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. ct- 0 ,,OREGON�� LIQ /6 .9).- 14, ,- p\- `1/ RR10- EXPIRES: 12-31-2019 July 9,2019 A WARNING•Verity design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-1473 rev.10/03/2015 BEFORE USE. imit 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 MTeke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1919691 PLH-Lot 4 Willow Brook K6359314 1919691 JA07 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:05 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-eQgPJKO_EpHzvWaCew4Y88vwjnnaeHXBxi7EYiyzjtq y 10-0 3-0-0 6-0-0 13-10-15 IA-0-0 3-0-0 3-0-0 7-10-15 ` Scale=1:46.3 6 IA 5 7.00 12 9 4 3 9 `S °9 .. Rao 0 Eo 8 1 2 I i o �� o �� 3x4 = 7 6-0-0 6-0-0 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 0.25 Vert(LL) -0.06 2-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-7 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:45 lb FT=20% 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. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. (lb)- Max Horz 2=320(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,4,5 except 3=-195(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,4 except 2=320(LC 1),3=264(LC 22),5=279(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-344/308 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)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 9-7-4,Exterior(2)9-7-4 to 13-10-3 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 FF will fit between the bottom chord and any other members. O 7)A plate rating reduction of 20%has been applied for the green lumber members. is 8)Refer to girder(s)for truss to truss connections. GINE— ' cSfp2 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4,5 except 9 (jt=lb)3=195. k 89200PE f 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. , OREGON�� A. /O 1 1r 14, 2.° �,�- � RRI0- e' EXPIRES: 12-31-2019 July 9,2019 MIMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-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/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 1919691 PLH-Lot 4 Willow Brook K6359315 199691 JA07A JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:07 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-bpo9k0QEmQXh9gjalL7ODZ_G EaT26A0TPOcLcbyzjto 10-0 24-0 6-0-0 13-10-15 �1-0-0 2-4-0 3-8-0 7-10-15 I Scale=1:48.8 6 I0 0 5 7.00 12 10 4 3 IN .3 Co 8 9 2 im 1u' o 01 8 7 4x8 = 3x4 I 3x4 = 2-4-0 2-4-0 Plate Offsets(X,Y)-- [2:0-5-0,Edge] 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 0.25 Vert(LL) -0.05 2-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-7 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 7 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-P Weight:49 lb FT=20% 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 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7:2x4 DF Std G REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. (Ib)- Max Horz 2=320(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,4,5 except 3=-191(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,4 except 2=320(LC 1),3=263(LC 22),5=279(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-339/304 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 9-7-4,Exterior(2)9-7-4 to 13-10-3 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. & ,O PR Qp- 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. ' i7 8)Refer to girder(s)for truss to truss connections. */ 9 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. *92!OP 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4,5 except (jt=lb)3=191. - 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. 7 4i OREGONTk �tiv gk14, 2Q 0- 41E• RRILA- Q' EXPIRES: 12-31-2019 July 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10N3/2015 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 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 1919691 PLH-Lot 4 Willow Brook K6359316 1919691 JA08 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:08 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-3?MYxMQsXkfXm_InJ2eFInWRy_oHrdGdegMu91 yzjtn r1O'O 3-0-0 6-0-0 15-10-15 1-0-0 3-0-0 3-0-0 9-10-15 Scale=1:52.2 6 Ir- 0 4 • 1 0 105 7.00 12 9 3 N o of 8 -' 2 3x4 = 7 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 2-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-7 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-P Weight:50 lb FT=20% 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. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. (Ib)- Max Horz 2=357(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,4 except 3=-197(LC 12),5=-130(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,4 except 2=320(LC 1),3=265(LC 22),5=356(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-401/361,3-4=-271/233 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 11-7-4,Exterior(2)11-7-4 to 15-10-3 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. ,Et) PR OFF 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. \Gj� ,,:‘90210(V� .� s/O 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 4. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4 except w 5, (jt=lb)3=197,5=130. 0PE t 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. ,, OREGON P7 N ��// /4 xir14, 2° P+ EXPIRES: 12-31-2019 _ July 9,2019 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 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 i®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/rP11 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 1919691 PLH-Lot 4 Willow Brook K6359317 1419691 JA08A JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:10 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-?OTIM2S73LvFOHS9RTgkrCcnToUlJXmw5zRDwyzjtl T1-0-0 2-4-0 6-0-0 15-10-15 I ,-0-0 2-4-0 3-8-0 9-10-15 Scale=1:55.2 6 14 115 7.00 12 10 - 4 up • N 3 N o, 9 0 1 2 Ia R 8 7 4x8 = 3x4 Il 3x4 = 2-4-0 2-4-0 Plate Offsets(X,Y)-- [2:0-5-0,Edge] LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.05 2-7 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-7 >468 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:54 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7:2x4 DF Std G REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. (Ib)- Max Horz 2=356(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,4 except 3=-192(LC 12),5=-130(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,4 except 2=320(LC 1),3=263(LC 22),5=356(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-396/356,3-4=-271/233 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)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 11-7-4,Exterior(2)11-7-4 to 15-10-3 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. r(°" 0.0 P R OFes, 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. G I N E. ,,54, /D27)A plate rating reduction of 20%has been applied for the green lumber members.8)Refer to girder(s)for truss to truss connections. p9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. t' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4 except ,01/.' (jt=lb)3=192,5=130. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. / 11119' r, AW ©-pL ,,OREGON'‘' X40 / gy14, 2P p4 SFR R i�\- �' EXPIRES: 12-31-2019 July 9,2019 I roa A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with 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 ANSUTPII 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 1919691 PLH-Lot 4 Willow Brook K6359318 ) 1919691 JA09 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:11 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-Tal gaNTIgf16dR1 M_BBzNP8yCBq_2_03KdaYlMyzjtk 1-0-0 3-0-0 6-0-0 17-10-15 ii-0-01 3-0-0 I 3-0-0 I 11-10-15 Scale=1:58.1 8 I'1 7 6 12 11 6 4x6 i 5 q - o 00 vo 7.00 12 ii� 3 10 01 2 3x4 = 9 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 2-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-9 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight 56 lb FT=20% 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. All bearings 0-1-8 except(jt=length)2=0-5-8,9=Mechanical,8=Mechanical,3=0-3-2. (Ib)- Max Horz 2=393(LC 12) Max Uplift All uplift 100 lb or less at joint(s)8,5,7 except 3=-199(LC 12),6=-134(LC 12) Max Gray All reactions 250 lb or less at joint(s)9,8,5 except 2=320(LC 1),3=265(LC 22),6=315(LC 19), 7=305(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-458/414,3-5=-327/285 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)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 13-7-4,Exterior(2)13-7-4 to 17-10-3 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. ��` P R Fc 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 `` Q 5 C will fit between the bottom chord and any other members. S 7)A plate rating reduction of 20%has been applied for the green lumber members. �GJ� ��G`I NEL, 6> 8)Refer to girder(s)for truss to truss connections. ,� 4:19' �\ 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6,7. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,5,7 except cc 9200P S (jt=lb)3=199,6=134. d r,..,A OP,tiro 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7. o 4/OREGON��P+' MS4r <O '1)' 14, 0 / R I V-k- e' EXPIRES: 12-31-2019 _ July 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ist 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 MT®k• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-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 1919691 PLH-Lot 4 Willow Brook K6359319 1619691 JA09A JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:12 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-xmb2njTNbz9zFbcvyuiCwdh6zbADnRGCYH K6loyzjtj 1-0-0 2-4-0 6-0-0 17-10-15 -0-0 2-4-0 3-8-0 11-10-15 I Scale=1:61.6 8 A f Io 7 II 13 12 6 4x6 i 5 r. `4 7. 01 4 V o 3 if� o 11 0 2 1 AMINIZI .i I.,,a 0 4x8 = 10 9 3x4 = 3x4 II 2-4-0 2-4-0 Plate Offsets(X,Y)-- [2:0-5-0,Edge] 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 0.25 Vert(LL) -0.05 2-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-9 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) CT) 0.02 9 n/a n/a BCDL 10.0BCLL 0.0 * Code IBC2015/TP12014 Matrix-P Weight:60 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-9:2x4 DF Std G REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,9=Mechanical,8=Mechanical,3=0-3-2. (Ib)- Max Horz 2=392(LC 12) Max Uplift All uplift 100 lb or less at joint(s)8,5,7 except 3=-193(LC 12),6=-134(LC 12) Max Gray All reactions 250 lb or less at joint(s)9,8,5 except 2=320(LC 1),3=264(LC 22),6=315(LC 19), 7=305(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-453/409,3-5=-327/285 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)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 13-7-4,Exterior(2)13-7-4 to 17-10-3 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 �C a�� P R O�rsS non-concurrent with other live loads. ``` C 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 ENGI NFF� /°2 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. �t 77 8)Refer to girder(s)for truss to truss connections. �' 89200P E t' 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6,7. ,/�` 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,5,7 except /'"' (jt=lb)3=193,6=134. L Ir,� • 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7. p Cr 41,OREGON o. A, <O gk14, 2Q p�' ��RR10- e' EXPIRES: 12-31-2019 July 9,2019 AWARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK 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 lot 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 1919691 PLH-Lot 4 Willow Brook K6359320 1919691 JA10 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:13 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-Pz9R_3U?MGHgtIBk6cDRSgEGR?WSWuVMnx3fgEyzjti 3-0-0 6-0-0 19-9-15 3-0-0 3-0-0 13-9-15 Scale:3/16"=1 7 I6 0 116 10 5 ' 4x6 4,40 W N 7700 12 3 2 9 1 0 3x4�= 8 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.06 1-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-8 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight 58 lb FT=20% 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. All bearings 0-1-8 except(jt=length)1=0-5-8,8=Mechanical,7=Mechanical,2=0-3-2. (Ib)- Max Horz 1=415(LC 12) Max Uplift All uplift 100 lb or less at joint(s)7,4 except 2=-204(LC 12),5=-134(LC 12),6=-129(LC 12) Max Gray All reactions 250 lb or less at joint(s)1,8,7,4 except 2=272(LC 22),5=271(LC 22),6=382(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-519/463,2-4=-381/334,4-5=-301/263 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)0-2-12 to 3-2-12,Interior(1)3-2-12 to 15-6-4,Exterior(2)15-6-4 to 19-9-3 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*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. 6)A plate rating reduction of 20%has been applied for the green lumber members. C p P R 0 Fr 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5,6. cS 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,4 except(jt=lb) ••• �tJG I N EFhj s/O 2=204,5=134,6=129. �? �/ 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,4,5,6. � 9200P '9' 411,„ AP- G ,q OREGON kQ- �O 14, 2— sp- MRRIL\-e' EXPIRES: 12-31-2019 July 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rev.10103/2015 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 1919691 PLH-Lot 4 Willow Brook K6359321 1519691 JA10A JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:15 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-MLH BPI WFuuXY63L7D0GvYFJdCpBw_o?fFFYmu7yzjtg 1-0-t2-4-0 6-0-0 19-10-3 1-0-0 2-4-0 3-8-0 13-10-3 Scale=1:70.2 8 7 13 12 6 • 4x6 e, 7.00 12 4 5 3 i00 °11117' 11 02 0 0 4x8 = 10 9 3x4 = 3x4 II 2-4-0 24-0 Plate Offsets(X,Y)-- [2:0-5-0,Edge] 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) -0.05 2-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-9 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 9 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-P Weight 65 lb FT=20/0 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 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-9:2x4 DF Std G REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,9=Mechanical,8=Mechanical,3=0-3-2. (Ib)- Max Horz 2=428(LC 12) Max Uplift All uplift 100 lb or less at joint(s)8,5 except 3=-194(LC 12),6=-134(LC 12),7=-129(LC 12) Max Gray All reactions 250 lb or less at joint(s)9,8,5 except 2=320(LC 1),3=264(LC 22),6=273(LC 19), 7=392(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-509/460,3-5=-382/335,5-6=-301/264 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(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 15-6-8,Exterior(2)15-6-8 to 19-9-7 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 ac D P O�r non-concurrent with other live loads. ``G C 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 C; ANG N EFS, (9/0 will fit between the bottom chord and any other members. ?i 7)A plate rating reduction of 20%has been applied for the green lumber members. 444 892QOP E -7 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6,7. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,5 except �1r�"` (jt=lb)3=194,6=134,7=129. __ 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7. 71— 4 OREGON� Ct. �Y14, 24 4// RR11A- EXPIRES: 12-31-2019 July 9,2019 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 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1919691 PLH-Lot 4 Willow Brook K6359322 1919691 JB01 JACK-OPEN 6 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:17 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-IkOxgRXWPVnGM M UVLRINdg000c2ZSiVyiZ1 tzoyzjte -1-0-0 2-0-0 � 1-0-0 2-0-0 Scale=1:11.5 3 7.00 1712 2 1 3x4 = 4 2-0-0 2-0-0 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 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=20% 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=49/Mechanical,2=150/0-5-8,4=19/Mechanical Max Horz 2=71(LC 12) Max Uplift 3=-48(LC 12),2=-38(LC 12) Max Gray 3=55(LC 22),2=156(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. PR OF 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. <(C.,` O `Tss �NGiN�F'S' "O 89200PE 91' A_OREGON Jo /O l9 k 14, V P4 MFRRI - e' EXPIRES: 12-31-2019 July 9,2019 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 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 ®ke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1919691 PLH-Lot 4 Willow Brook K6359323 1419691 JZO1 JACK-PARTIAL 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:17 2019 Page 1 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-IkOxgRXWPVnGMMUVLRINdgO02c_JSiVyiZ1 tzoyzjte -1-0-0 1-10-15 1-0-0 1-10-15 Special Scale=1:11.2 3 7.00 12 2 11 1 lat? 5LUS24 4 3x4 = 4-0-0 4-0-0 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 0.04 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 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 n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=68/Mechanical,2=167/0-3-8,4=39/Mechanical Max Horz 2=69(LC 12) Max Uplift 3=-76(LC 12),2=-25(LC 12) Max Gray 3=75(LC 38),2=173(LC 18),4=78(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. IIckEQ PRO,cF CC 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. "`` ss 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 NGI NE, /p truss(es)to front face of bottom chord. �( T .� 11) Fill all nail holes where hanger is in contact with lumber. "$' 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)52 lb down and 68 lb up at 89200P E t" 1-10-13 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). ` • 461110' LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 y OREGON �� Uniform Loads(plf) 4- D� Vert:1-3=-64,2-4=-20 /Q ' )- j 4 2.°\ � Concentrated Loads(lb) 7t.�+ ' �P Vert:3=-20(F) ,t'/`R R 10- EXPIRES: 12-31-2019 July 9,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7I73 rev.10Po3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iwiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle 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 1919691 PLH-Lot 4 Willow Brook K6359324 1919691 JZ02 JACK-PARTIAL 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:18 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-mwyK2nY8Apv7zW3iv9pc9uxA_OKuB915xDnQVSyzjtd -1-0-0 3-10-15 1-0-0 3-10-15 Scale=1:17.1 3 7.00 12 5 2 1 i 5 M 4 3x4 = 4-0-0 4-0-0 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 0.09 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 n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:18 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 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;VuIt=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-0EI] PR QFc 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. N C�ccs�O T 2 89200PE 9< 72, Aa OREGON £j k 'O fr 14, 2. �4 RRIO- e' EXPIRES: 12-31-2019 July 9,2019 NomA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/0312015 BEFORE USE. Nut 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/TPH 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 1919691 PLH-Lot 4 Willow Brook K6359325 1419691 SA01 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:20 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-iJ44SSaOiQAgDgD4Oar4FJOXGq3Gf3EOOXGXaKyzjtb -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:11.2 3 7.00 12 A 2 1 r 0 1 =, 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 lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-P Weight:10 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=46/Mechanical,2=148/0-5-8,4=19/Mechanical Max Horz 2=69(LC 12) Max Uplift 3=-45(LC 12),2=-37(LC 12) Max Gray 3=52(LC 22),2=156(LC 18),4=39(LC 5) FORCES. (lb)-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. tiGG Q P R Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. ' f��G F`�s �� NG`NEFR - `� 89200PE rt `70-47-9}.- 14 A OREGON ,40 7O -9 '� 14, r3°..\ 4 `SFPRO- EXPIRES: R11,.x- EXPIRES: 12-31-2019 July 9,2019 NM MIA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nut 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®kp 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 1919691 PLH-Lot 4 Willow Brook K6359326 1919691 SA02 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:21 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-AVeSgoa0Tklhq_oHaH NJnWZh5DPVOWUXdB?46nyzjta -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1-10-15 Scale=1:17.3 3 A O 7.00 12 5 • 9 • O N N N N 2 1 C ,/ 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 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=20% 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.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. P FF 8)Refer to girder(s)for truss to truss connections. (G‘71‘r c Q R Ores 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. ```` scr NGINEFR i�29 cc 89200P - ,1,OREGON tt¢ -9 y 14 2° P-�- `1,1FRRI�L EXPIRES: 12-31-2019 July 9,2019 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 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 1919691 PLH-Lot 4 Willow Brook K6359327 1419691 SA03 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:22 2019 Page 1 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-fhCgt8beE1 QYS8NT8?uYKk6tldlk7zkhsrleeDyzjtZ -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:11.2 3 7.00 12 2 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 0.04 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 ) BCLL 0.0 Rep Stress Incr 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=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=46/Mechanical,2=148/0-5-8,4=19/Mechanical Max Horz 2=69(LC 12) Max Uplift 3=-45(LC 12),2=-37(LC 12) Max Gray 3=52(LC 22),2=156(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=6.0psf;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. PR 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. �f GINE �F�CsS IN9 /�2 89200PE pr ,,OREGON� fit`" '0 14, 2° P�' 'fr/FRRI0- EXPIRES: 12-31-2019 July 9,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ; building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M/Mak* 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/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 1919691 PLH-Lot 4 Willow Brook K6359328 1919691 SA04 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 S Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:23 2019 Page 1 lD:BsCgOEd1SnRWxunc3?PJUkz?3ff-7umD5UcG?LYP4HylhiPnsxe1b15zsQ_g4VUBAfyzjtY -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 1041 11 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 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight 15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 OF 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.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. �EO P R Glick FSs 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. ,NG'N6Fi5 JOy 89200PE r p ,_OREGOND. 40 k �O �Y 14, 2Q Q21-- MFR EXPIRES: 12-31-2019 July 9,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only wtth 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Wok' 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 ANSIITP/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 1919691 PLH-Lot 4 Willow Brook K6359329 109691 SZO1 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:24 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-b4JblgdvmfgGhRXrFPw0P9BDHRRBbsE_J9Ekj6yzjtX -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:11.2 3 7.00 12 2 l`c3 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl 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 lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=47/Mechanical,2=147/0-3-8,4=20/Mechanical Max Horz 2=69(LC 12) Max Uplift 3=-45(LC 12),2=-37(LC 12) Max Gray 3=53(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=111 mph;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. E� P OFF 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)3,2. tSn �� cNGiNEF9 89200PErt- y4_7 OREGONN/), Ato qr 14, 2P p4 `11FRRILL EXPIRES: 12-31-2019 July 9,2019 A WARNING-Verify design parameters end 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 MI fT ®kp 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/T1.11 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 1919691 PLH-Lot 4 Willow Brook K6359330 1919691 Z01 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:26 2019 Page 1 ' ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-XTRLjWe91Gw xlgENgyUUaGXgE6E3laGmTjmyzjtV I -1-0-0 3-7-1 310-15 6-1-1 6r4-1y5 10-0-0 I 11-0-0 I 1-0-0 3-7-1 0-3-14 2-2-2 0-3-14 3-7-1 1-0-0 Scale=1:23.4 5x6 \\ 4x6 = 3 7.00 12 . IX 9 10 11 M 74 2 5 C 1 - r f IT! i ♦ 12 8 13 14 7 15 Io LUS24 2x4 II 3x4 = LUS24 1 3x4 = 3x4 = LUS24 LUS24 3-7-1 6-4-15 10-0-0 3-7-1 2-9-15 3-7-1 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 8 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.17 Vert(CT) -0.02 7-8 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.07 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-RH Weight:52 lb FT=20% 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=648/0-5-8,5=648/0-5-8 Max Horz 2=69(LC 47) Max Uplift 2=-250(LC 10),5=-250(LC 11) Max Gray 2=840(LC 29),5=840(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1016/361,3-4=-772/341,4-5=-1017/360 BOT CHORD 2-8=-293/779,7-8=-297/772,5-7=-275/779 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; 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. Gcc11c t� 5)Provide adequate drainage to prevent water ponding. � 0.0 P R Opt- 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 ��OI Pd /O will fit between the bottom chord and any other members. 4. 8)A plate rating reduction of 20%has been applied for the green lumber members. -? 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 89200P E 2=250,5=250. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. tiffolo� � 11)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 e�"' 2-0-12 from the left end to 7-11-4 to connect truss(es)to back face of bottom chord. Cs Ct. 12)Fill all nail holes where hanger is in contact with lumber. -p OREGON ((/ 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)241 lb down and 235 lb up at L. -yam14, 3-8-13,and 241 lb down and 235 lb up at 6-3-3 on top chord. The design/selection of such connection device(s)is the <O k 14, g0 -,- responsibility of others. nP` 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). `R R I LOADCASE(S) Standard EXPIRES: 12-31-2019 �ontinued= July 9,2019 __ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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/rPI1 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 1919691 PLH-Lot 4 Willow Brook K6359330 1419691 201 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 S Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:26 2019 Page 2 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-XTRLj We9IGw_xlgENgyUUaGXgE6E3IaGmTjmyzjtV LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plt) Vert:1-3=-64,3-4=-64,4-6=-64,2-5=-20 Concentrated Loads(Ib) Vert:3=-142 4=-142 12=-19(B)13=-18(B)14=-18(B)15=-19(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10A03/2015 BEFORE USE. 111111 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 BCS/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 1919691 PLH-Lot 4 Willow Brook K6359331 1919691 Z02 COMMON 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:27 2019 Page 1 i ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-?f?jwsfn3a2rYvFQwYUj1 npiVeRyoCdQ?7SPKQyzjtU -1-0-0 5-0-0 10-0-0 11-0-0 1-0-0 5-0-0 5-0-0 1-0-0 Scale=1:23.6 4x6 = 3 7.00 12 8 7 4 2 5 0 1 J o c2 _ 4 q� 6 = o 3x4 = 2x4 II 3x4 = 5-0-0 10-0-0 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.03 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:48 lb FT=20% 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=470/0-3-8 Max Horz 2=98(LC 11) Max Uplift 2=-116(LC 12),4=-116(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-483/118,3-4=-483/118 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 2c O P R Q�� will fit between the bottom chord and any other members. C-``G 7)A plate rating reduction of 20%has been applied for the green lumber members. C?I N Ss> 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �Gj N T 2=116,4=116. ,� * `r 89200P r ....1 .0145,---e----- -7 ,�OREGON�� ��� �O A7 14, 4- p�- iliERR1l.\- 6 EXPIRES: 12-31-2019 July 9,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/13/2015 BEFORE USE. [X 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 1919691 PLH-Lot 4 Willow Brook K6359332 11109691 Z03 COMMON 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 9 17:39:27 2019 Page 1 It ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-?f?jwsfn3a2rYvFQwYUj 1 npg6eQtoCYQ?7SPKQyzjtU 5-0-0 10-0-0 11-0-0 5-0-0 5-0-0 1-0-0 Scale=1:22.9 4x4 = 2 471.10101111112 /' 7 iiiillhhihhhhhh.s. • 1 Ondiii I. II ` 3 4 Jw - 5 // o Y 2x4 3x8 a1� 3x4 = 5-0-0I 10-0-0 I 5-0-0 5-0-0 Plate Offsets(X,Y)-- [1:0-0-9,0-0-15],[1:0-1-1,0-5-14],[1:0-3-9,Edge] LOADING (psf) TCLL 25.0 SPACING- 2-0-0 i CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.02 1-5 >999 240 MT20 220/195 I. TCDL 7,0 Lumber DOL 1.15 BC 0.21 Vert(CT) -0.05 1-5 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.09 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-RH Weight:42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 2-4:2x6 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 WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 3=473/0-3-8,1=405/0-3-8 Max Horz 1=-96(LC 10) Max Uplift 3=-116(LC 13),1=-85(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-503/131,2-3=-490/131 BOT CHORD 1-5=-24/345,3-5=-25/337 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(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 (c,i0 P R OFi ss non-concurrent with other live loads. Com`` c 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �C;\ 14,GINE,NFF /O 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 v /L will fit between the bottom chord and any other members. 4/ -9 7)A plate rating reduction of 20%has been applied for the green lumber members. 89200PE 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 3=116. 411119 .� Cr L 2i OREGON �4/ /0 '1}- 14, 2° 0- 4R R 11-\- 6 EXPIRES: 12-31-2019 July 9,2019 I -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nit 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. among 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/TP/1 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 -.'y- —ve- —..... _ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION ♦ 3/4dimensions shown in ft-in-sixteenths ' Center plate on joint unless x,y 6-4-8 Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1/16" hAll4 wide truss spacing,individual lateral braces themselves !CL may require bracing,or alternative Tor I 3111. 11AM Ce bracing should be considered. O3. Neverexceedthe design loadingshownandnever 11.111111p1Ustackmaterialsoninadequatelybracedtrusses.d Provide copies of this truss design to the building For 4 x 2 Orientation,locate c�-a C6-7 cs-s O- 4. designer,erection supervisor,property owner and plates 0 ''e'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIITPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , 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. ll 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. k=l� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11.3...---.11 _—,F, 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mil 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: i BCSI: Building Component Safety Information, M T k 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIIrPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015