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Plans (48) • • tL4 SLt..a MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: B1901152 RECEIVE® PLH-Lot 1 Willow Brook APR 9 2019 CITY OF TIGARD BUILDING DIVISION The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by ProBuild West-Beaverton,OR. Pages or sheets covered by this seal: K5940845 thru K5940873 ' R My license renewal date for the state of Oregon is June 30,2019. ve • ,cq PRQjSs co NOIN4-R i�-7 78788PE c' y co ''‘, OREGON CZ, 4.1 "Qy� VIER \tt`\44�- -4111161 RENi/O, T4R 019 April 5,2019 Galinski,John IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply PLH-Lot 1 Willow Brook K5940845 B1901152 A01 GABLE 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Apr 5 11:36:26 2019 Page 1 00ID:LBe2iBIjN7ljugl REfrAUrPzb1 G4-90EZOIkZ41W?0?JhzvzmNe1mnZt_Mzbo6OxZIyzTIXJ 17-6-0 10-4-111 4-2-9 ' 7-8-10 5 00 76 47112 5-0-14 114-0 6x6 = Scale=1:94.4 8.00 12 6x6 = 11 12 137070414;.5.., Sheet Back Left Option 19-8-8 10 /j201 d 16 1 Ply. 3x6 i g o 17 17-6-0 �. / �ti$ �'►� 17-6-0 iC ice.. mss. 18 4X8 6 .fI `�' � 19 5 A ao ,,,,„,e ., 4 - a• "�-� - ray; 5x6 Q N 20 8x8 i 3 t i'1/ 4-0, -- .'I ' /.,,IIIi. 21 3x8 1129 59 60 28 61 62 63 27 64 65 26 3x8 I I 24 67 68 23 4x6- o io 3x6 I I5x10 I I 3x8 \\3x6 266 3x4 = 3x4 = 3x6 H 3x8 = 1 0x1 0 = 3x6 3x6 = 3x4 = 5x16 = 3x6 I I 3x6 I I 3x6 II 3x6 4'9--940-0 8-11-6 � 17-10-11 1 -e[I222-1--1-5s zs-z-12 29-104 33-5-1z 40-0-0 8-11-6 8-11-6 1-9-9-813 4-1-7 3-7-8 3-7-8 6-6-4 0-0-12 0-2-12 Plate Offsets(X,Y)-- [1:0-3-9,Edge],[1:0-1-0,0-5-1],[1:0-0-8,0-0-12],[20:0-3-0,0-3-0],[21:Edge,0-0-4],[26:0-4-8,0-2-0],[28:0-3-9,0-1-8],[30:0-2-0,0-3-14],[32:0-2-8,0-2-4], [33:0-2-0,0-2-8] LOADING (Ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.19 27-28 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL • 1.15 BC 0.45 Vert(CT) -0.32 27-28 >696 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.06 21 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:395 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, 20-22:2x6 DF No.2 except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(10-0-0 max.):12-14. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 5-6-8 oc bracing. 19-26:2x8 DF No.2,2-30:2x6 DF No.2 WEBS 1 Row at midpt 26-33,10-47 OTHERS 2x4 DF Std G JOINTS 1 Brace at Jt(s):30,31,32,33,36,37,38,39,40,41,43,47,49,57 WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 21=739/0-5-8 (min.0-1-8),1=745/0-5-8 (min.0-1-8),26=2349/0-5-8 (min.0-2-8) Max Horz 1=-350(LC 26) Max Uplift 21=-246(LC 29),1=-256(LC 10),26=-773(LC 10) Max Gray 21=820(LC 19),1=745(LC 1),26=2349(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1186/434,2-3=-400/420,3-4=404/472,4-5=-315/424,5-6=-225/390, 6-7=-170/355,7-8=-162/398,8-9=-56/313,9-10=41/388,10-11=0/330,15-16=0/353, 16-17=0/300,17-18=-37/305,18-19=-62/272,19-20=-961/378,20-58=-927/310, 21-58=-1041/297 BOT CHORD 1-29=-555/1012,19-b9=-uu4/992,59-60=-552/992,28-60=-552/992,28-61=-1457/2415, 61-62=-1457/2415,62-63=-1457/2415,27-63=-1457/2415,27-64=-1000/1623, p P 64-65=-1000/1623, 23, 24-25=-134/665,24-67=-30/461,0 67-68 230/461,23-68=-30/461,21-23=-154/7803, 6 r__ �N ��C`1_0 WEBS 26-30=-1777/665,30-53=-1245/532,35-53=-1240/537,35-55=-1116/533, v 65, 4' 159 .3. 40-55=-1073/483,40-56=-1100/517,56-57=-1016/445,19-57=-999/432,2-51=-2543/1708, L(r •9 50-51=-2548/1711,32-50=-2548/1711,32-49=-1742/1243,48-49=-1742/1243, 4s7►+ •�P c- � 33-48=-1742/1243,33-47=-315/954,34-47=-315/954,34-45=-314/953,31-45=-314/953, 4, , 31-42=-314/953,30-42=-315/955,2-29=-64/309,26-31=-622/240,28-32=-297/303, 27-33=-197/504,2-28=-981/1496,27-32=-832/475,26-33=-2720/1619,34-36=-281/60, 36-38=-386/90,11-38=-401/102,35-37=-397/76,37-39=-455/100,15-39=-540/160, , CO 19-23=-168/513,20-23=-285/249,19-24=-90/383,8-48=-258/191 0G OREGON �CO NOTES- (/ 1, 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; OL' MWFRS �� CJ� MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 4-0-0,Interior(1)4-0-0 to 11-10-13,Exterior(2)11-10-13 to 28-0-0, 'V L G \ ' Interior(1)28-0-0 to 36-9-11,Exterior(2)36-9-11 to 40-9-11 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 RENEWAL DATE:06-30-2019 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. April 5,2019 3)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 (-AA WI tin Ndyc L E 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,note 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,Alexandra,VA 22314. Corona,CA 92880 NNW Job Truss Truss Type Qty Ply PLH-Lot 1 Willow Brook K5940845 B1901152 A01 GABLE 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Apr 5 11:36:26 2019 Page 2 ID:LBe2iBIjN7Ijug1 REfrAUPzb1 G4-90EZOIkZ41W?0?JhzvzmNel mnZt_Mzbo6OxZIyzTIXJ NOTES- 4)This truss has been designed for greater of min roof live load of 16.0 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)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. 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,with BCDL=10.0psf. 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 246 lb uplift at joint 21,256 lb uplift at joint 1 and 773 lb uplift at joint 26. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIfTPI 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 18-0-12 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)24 lb down and 112 lb up at 2-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 17) 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(pit) Vert:1-12=-64,12-14=-64,14-22=-64,1-21=-20 Concentrated Loads(Ib) Vert:29=-50(B)59=-50(B)60=-50(B)61=-50(B)62=-50(B)63=-50(B)64=-50(B)65=-50(B)66=-50(B) ra A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-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 l� 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 Puss 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 PLH-Lot 1 Willow Brook ' K5940846 B1901152 A02 Piggyback Base 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:18 2019 Page 1 ID:LBe2iBIjN7ljugl REfrAUPzb1 G4-THE_ODKditlWgwOfXkXQuFW3VQ7pGaO9XInToRzTlr7 5-11-9 11-11-2 17-10-11 22-1-51 28-0-14 34-0-7 1 40-0-0 41-0-0141-0-01 5-11-9 5-11-9 5-11-9 4-2-9 5-11-9 5-11-9 5-11-9 1-0- 5x10 i Scale=1:76.3 8x8 = 8.00 12 5 1,1 17 e • / A11 3x4 3x6 - 3x4 34 7 c*g m 2X4 \\ 5x6 \\ 04 2 8 16 / .4 18 1 v i v t- II 6 �. Ir$ 5x6 = 15 19 20 14 13 12 21 22 11 4x6•= o 3x4 = 5x6 = 3x4 = 3x4 = 3x4 = 8-11-6 17-10-11 19-9-41 22-1-5 I 31-0-10 40-0-0 8-11-6 8-11-6 1-10-9 2-4-1 8-11-6 8-11-6 Plate Offsets(X,Y)-- [1:0-5-1,0-1-0],[1:0-0-12,0-0-8],[5:0-4-1,0-2-8],[6:0-5-12,Edge],[8:0-3-0,0-3-0],[9:Edge,0-0-4],[13:0-3-0,0-3-4] TCLL LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.16 14-15 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.42 Vert(CT) -0.33 1-15 >712 180 BCLL 0.0 * Rep Stress Incr YES WB 0.63 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight 258 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,except 8-10:2x6 DF No.2 2-0-0 oc purlins(10-0-0 max.):5-6. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 4-14,5-13,6-13,7-12 5-14,5-13,6-13,6-12:2x4 DF No.1&Btr G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 9=666/0-5-8,13=2150/0-5-8,1=585/Mechanical Max Horz 1=-349(LC 6) Max Uplift 9=-216(LC 11),13=-462(LC 10),1=-122(LC 10) Max Gray 9=706(LC 19),13=2150(LC 1),1=585(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-697/170,2-4=-495/192,4-5=0/345,5-6=0/432,6-7=-31/333,7-8=-625/275, 8-9=-794/261 BOT CHORD 1-15=-268/734,14-15=-196/319,13-14=-410/377,12-13=-384/326,9-11=-99/578 WEBS 2-15=-350/284,4-15=-138/608,4-14=-729/376,5-14=-200/831,5-13=-1223/335, 6-13=-1132/277,6-12=-203/819,7-12=-711/368,7-11=-122/574,8-11=-342/277 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; rj O PROren MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-12 to 4-0-12,Interior(1)4-0-12 to 11-11-2,Exterior(2)11-11-2 to <(,' t 28-0-14,Interior(1)28-0-14 to 36-9-11,Exterior(2)36-9-11 to 40-9-11 zone;cantilever left and right exposed;end vertical left and s `' NGII NEF /O 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 -7c� o 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs !878>P E r non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 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. °4„ OREGON (.,4P 7)7)A plate rating reduction of 20%has been applied for the green lumber members. [� 8)Refer to girder(s)for truss to truss connections. Q. � eER [k -` �� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4 `` 9=216,13=462,1=122. L. G A\-' 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE:06-30-2019 April 5,2019 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,note 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 PLH-Lot 1 Willow Brook K5940847 61901152 A03 Piggyback Base 5 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Apr 5 11:44:30 2019 Page 1 ID:LBe2iBIjN7ljug 1 REfrAUPzb1 G4-_8UXzEb95SU K5NJIKYfGJ4TLf4zmzH 1 PKBAHuzTIPI 5-11-9 11-11-2 17-10-11 22-1-5 28-0-14 34-0-7 40-0-0 41-0-p 5-11-9 5-11-9 5-11-9 4-2-9 5-11-9 5-11-9 5-11-9 1-0- 5x10 -i Scale:1/8"=1' 8.00 12 8x8 = 5 22 7Ii Aki 3x4 3x6 3x4 \\ 34_ ao' 2X4 �\ 5X6 \\ NN8 fJag 61 21 23 a 1 11 _ - 9v o; .firii iimmonPIPPI'ImAihhhhh_7 _ lg °?1, oo 1514 13 12 26 11 4x6 = o 5x6 = 20 24 25 19 18 17116 3x4 = 4x4 —4x12 II 3x4 = 8x8 =8x8 = 4x4 = 4x8 =8x8 =8x8 = 4x4 = 8-11-6 17-10-11 19-9-422-1-5 1 31-0-10 40-0-0 8-11-6 8-11-6 1-10-9 2-4-1 8-11-6 8-11-6 Plate Offsets(X,Y)-- [1:0-5-1,0-1-0],[1:0-0-12,0-0-8],[5:0-4-1,0-2-8],[6:0-5-12,Edge],[8:0-3-0,0-3-0],[12:0-1-9,0-2-10],[13:0-1-3,0-3-2],[15:0-1-7,0-3-2],[17:0-1-9,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.11 18-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.41 Vert(CT) -0.35 1-20 >679 180 TCDL 7.0 Rep Stress Incr YES • WB 0.55 Horz(CT) 0.01 9 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-SH Weight:278 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,except 8-10:2x6 DF No.2 2-0-0 oc purlins(10-0-0 max.):5-6. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-13,15-19:2x6 DF No.2 WEBS 1 Row at midpt 4-18,5-16,6-16,7-14 WEBS 2x4 DF Std G*Except* 5-18,5-16,6-16,6-14:2x4 DF No.1&Btr G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 9=668/0-5-8 (min.0-1-8),16=2144/0-5-8 (min.0-2-5),1=590/Mechanical Max Horz 1=-350(LC 8) Max Uplift 9=-214(LC 11),16=-458(LC 10),1=-125(LC 10) Max Gray 9=709(LC 19),16=2144(LC 1),1=590(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-703/157,2-21=-538/172,2-3=-510/192,3-4=-397/194,4-5=0/331,5-22=0/405, 6-22=0/405,6-7=-13/327,7-8=-635/269,8-23=-735/259,9-23=-824/245 BOT CHORD 1-20=-272/747,20-24=-198/338,24-25=-198/338,19-25=-198/338,18-19=-194/345, 17-18=-404/383,16-17=-397/380,15-16=-413/345,14-15=-399/341,9-11=-97/588 WEBS 2-20=-351/283,4-20=-143/589,4-18=-717/380,5-18=-181/785,5-16=-1163/317, 6-16=-1002/251,6-14=-167/684,7-14=-715/372,7-11=-126/580,8-11=-335/276 ckEo PRQF4- NOTES- '<� s_0 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; �NGINEL, /per MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-12 to 4-0-12,Interior(1)4-0-12 to 11-11-2,Exterior(2)11-11-2 to right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 e 78 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. A CO 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OL OREGON ti� 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,with BCDL=10.Opsf. v, • � aER ` •,.. 7)A plate rating reduction of 20%has been applied for the green lumber members. / 8)Refer to girder(s)for truss to truss connections. �� c.. G 11,0‘- 9) -' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 214 lb uplift at joint 9,458 lb uplift at joint 16 and 125 lb uplift at joint 1. 10)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI RENEWAL DATE:06-30-2019 1. April 5,2019 11)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 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 M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 PLH-Lot 1 Willow Brook K5940848 B1901152 A04 Piggyback Base 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Apr 5 11:43:17 2019 Page 1 ID:LBe2iBIjN7ljugl REfrAUPzb1 G4-d5ZxeHjMH I lhg9EgYjr8XJZ_E7_9zGHcT?pDdzTlQu 5-11-9 11-11-2 I 17-10-11 22-1-5 28-0-14 34-0-7 40-0-0 a'�-o Q 5-11-9 5-11-9 5-11-9 4-2-9 5-11-9 5-11-9 5-11-9 1-0- 5x10 .i Scale:1/8"=1' 8.00 12 8x8 = 5 24 • iiiipop,,. �ii 10x10 �i3x4 Q372x4 \\ °D5x6 ON4,4 28N22 `!' 251vAll _ riai P� co 1.:n? 3x8 II 21 20 26 27 19 18 1716 15 14 13 12 28 11 4x6 = 6 I0 3x4 =2x4 11 4x4 =4x12 I I 3x4 = 8x8 =8x8 = 4x4 = 4x8 =8x8 =8x8 = 4x4 = 11-04 8-11-6 10 9-8 17-10-11 1&&4 22-1-5 31-0-10 I 40-0-0 8-11-6 1-10-2 6-10-7 1-10-9 2-4-1 8-11-6 8-11-6 0-2-12 Plate Offsets(X,Y)-- [1:0-3-9,Edge],[1:0-1-0,0-5-1],[1:0-0-8,0-0-12],[3:0-2-8,0-3-8],[3:0-1-3,0-1-12],[5:0-4-1,0-2-8],[6:0-5-12,Edge],[8:0-3-0,0-3-0],[12:0-1-10,0-3-0], [13:0-1-9,0-3-5],[15:0-1-12,0-3-8],[17:0-1-10,0-3-3] TLC01)11LDING (Ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.11 1-21 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.59 Vert(CT) -0.36 1-21 >361 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:288 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins,except 8-10:2x6 DF No.2 2-0-0 oc purlins(6-0-0 max.):5-6. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-13,15-19:2x6 DF No.2 6-0-0 oc bracing:20-21. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 5-18,6-16,7-14,4-20 5-18,5-16,6-16,6-14:2x4 DF No.1&Btr G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 9=1265/0-5-8 (min.0-1-8),1=424/0-5-8 (min.0-1-8),20=1698/0-5-8 (min.0-1-13) Max Horz 1=-350(LC 8) Max Uplift 9=-322(LC 11),1=-65(LC 11),20=-427(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-22=-414/120,4-23=-721/314,5-23=-706/341,5-24=-643/374,6-24=-643/374, 6-7=-984/400,7-8=-1537/454,8-25=-1653/444,9-25=-1742/429 BOT CHORD 1-21=409/405,20-21=-214/285,20-26=-161/263,26-27=-161/263,19-27=-161/263, 18-19=-158/265,17-18=-59/573,16-17=-65/567,15-16=-3/722,14-15=-3/718, 13-14=-69/1053,12-13=-69/1054,12-28=-69/4053,11-28=-69/1053,9-11=247/1365 — WEBS 2-21=-353/277,-4;21=-15374-47,4-18=-38/702,5-18=-489/114,5-16=-178/504, 6-16=-633/172,6-14=-196/840,7-14=-641/357,7-11=-110/501,8-11=-310/271, ��E0 P(�QF�ss 4-20=-1646/447 NOTES- �,�Gj `NGINE�� /© 1)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; V MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 4-2-12,Interior(1)4-2-12 to 12-1-15,Exterior(2)12-1-15 to Q� 7.8.40.::PE c 28-0-14,Interior(1)28-0-14 to 36-9-11,Exterior(2)36-9-11 to 40-9-11 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs r CO non-concurrent with other live loads. Cy OREGON �� 4)Provide adequate drainage to prevent water ponding. [� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Le `'l 9 4 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 ,7�{' will fit between the bottom chord and any other members,with BCDL=10.0psf. `V r " G p-\` 7)A plate rating reduction of 20%has been applied for the green lumber members. L. t 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 322 lb uplift at joint 9,65 lb uplift at joint 1 and 427 lb uplift at joint 20. RENEWAL DATE: 06-30-2019 9)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. April 5,2019 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. l MINIM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5.111-7473 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 A 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 PLH-Lot 1 Willow Brook K5940849 B1901152 A05 PIGGYBACK BASE 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Apr 5 11:42:04 2019 Page 1 ID:LBe2iBIjN7ljug 1 REfrAUPzb1 G4-G2fLKJgaTb52ax9emu103w1 WJ pCuZyMYgcpSAMzTIS1 -1-0-9 5-11-9 I 11-11-2 I 17-10-11 I 22-1-5 I 28-0-14 I 34-0-7 I 40-0-0 41-0-p 1-0-0 5-11-9 5-11-9 5-11-9 4-2-9 5-11-9 5-11-9 5-11-9 1-0-0 5x10 - Scale=1:97.6 8x8 = 5 24 6 8.00 12 4 A, 8x12 �i 3x4 �� 423 7 5x6 i °9 5x6 J r' N 3 8 a. /lj i I o Li ]oigi'1 0 0 4x6 = 21 20 26 27 19 18 1716 15 14 13 12 28 11 4x6 = o 0 3x4 = 4x4 =4x12 II 3x4 = 8x8 =8x8 = 4x4 = 2x4 II 4x8 =8x8 =8x8 = 4x4 = 11-0-4 8-11-6 10-0-8 I 17-10-11 110.9-4 22-1-5 31-0-10 40-0-0 8-11-6 r-10-2 6-10-7 1 10-9 2-4-1 8-11-6 8-11-6 0-2-12 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[4:0-3-4,0-1-8],[5:0-4-1,0-2-8],[6:0-5-12,Edge],[8:0-3-0,0-3-0],[12:0-1-15,0-3-4],[13:0-1-8,0-3-2],[15:0-1-4,0-3-6], [17:0-1-2,0-2-14] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.09 2-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.29 2-21 >450 180 TCDL 7.0 . Rep Stress Incr YES WB 0.48 Horz(CT) 0.05 9 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-SH Weight:295 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins,except 8-10,1-3:2x6 DF No.2 2-0-0 oc purlins(6-0-0 max.):5-6. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-13,15-19:2x6 DF No.2 6-0-0 oc bracing:20-21. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 5-18,6-16,7-14,4-20 5-18,5-16,6-16,6-14:2x4 DF No.1&Btr G REACTIONS. (lb/size) 9=1267/0-5-8 (min.0-1-8),2=501/0-5-8 (min.0-1-8),20=1687/0-5-8 (min.0-1-13) Max Horz 2=-354(LC 8) Max Uplift 9=-323(LC 11),2=-80(LC 11),20=-427(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-417/115,3-22=-327/140,4-23=-726/316,5-23=-711/343,5-24=-645/375, 6-24=-645/375,6-7=-988/401,7-8=-1541/456,8-25=-1656/445,9-25=-1746/431 BOT CHORD 2-21=-206/409,20-21=-208/281,20-26=-156/259,26-27=-156/259,19-27=-156/259, 18-19=-152/261,17-18=-57/574,16-17=-63/568,15-16=-2/725,14-15=-2/721, 13-14=-70/1056,12-13=-70/1057,12-28=-70/1056,11-28=-70/1056,9-11=-248/1368 WEBS 3-21=-357/276,4-21=-136/415,4-18=-34/693,5-18=-485/111,5-16=-178/504, 6-16=-631/171,6-14=-196/839,7-14=-641/357,7-11=-110/501,8-11=-310/271, Q 4-20=-1614/441 �t ``tD P R Of?t�s NOTES- �r 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf h=25ft;Cat.II;Exp B;Enclosed; t NOI NEk-- /Q MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 3-1-15,Interior(1)3-1-15 to 12-1-15,Exterior(2)12-1-15 to v right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 S 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 .ele, 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. O� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ci,„ OREGON tiP 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. vO 41a A Al � 7)A plate rating reduction of 20%has been applied for the green lumber members. JA` 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 323 lb uplift at joint 9,80 lb uplift at joint • L. G N\-\ 2 and 427 lb uplift at joint 20. 9)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE:06-30-2019 April 5,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. bit 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 brsdng 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 PLH-Lot 1 Willow Brook K5940850 B1901152 A06 PIGGYBACK BASE 2 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Apr 5 11:40:53 2019 Page 1 ID:LBe2iBIjN7ljug1 REfrAUPzb1 G4-rOsVQ2z2Cn87Y1 D?6UFNhybN2BwGQt15V36BAzzTIT8 10 5-11-9 11-11-2 17-10-11 I 22-1-5 28-0-14 34-0-7I 40-0-0 41-0-0 1-0 5-11-9 5-11-9 5-11-9 4-2-9 5-11-9 5-11-9 5-11-9 1-0-0 5x10 i Scale=1:97.6 8x8 = 22 • 8.00 12 sa 'a t 3x4 - 3x4 4 7 5x6 i 5x6 \� N N v. 8 21 23 2 �1 it 9 o a, o . a mer war m` Ahilli11- `9 h 0 d 4x6 = 20 24 25 19 18 1716 15 14 13 12 26 11 4x6 = 'In 3x4 = 4x4 =4x12 II 3x4 = 8x8 =8x8 = 4x4 = 4x8 =8x8 =8x8 = 4x4 = . 8-11-6 11-0-4I 17-10-11 19- 94,22 -1-5, 31-0-10 40-0-0 8-11-6 2-0-14 6-10-7 -10-9 24-1 8-11-6 8-11-6 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[5:0-4-1,0-2-8],[6:0-5-12,Edgej,[8:0-3-0,0-3-0],[12:0-1-5,0-3-2],[13:0-1-10,0-3-6],[15:0-1-6,0-3-5],[17:0-0-12,0-3-5] 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 0.30 Vert(LL) -0.15 18-20 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.34 18-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:285 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins,except 8-10,1-3:2x6 DF No.2 2-0-0 oc purlins(5-6-5 max.):5-6. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-13,15-19:2x6 DF No.2 8-10-3 oc bracing:2-20. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 4-18,5-16,6-16,7-14 5-18,5-16,6-16,6-14:2x4 DF No.1&Btr G REACTIONS. (lb/size) 9=1727/0-5-8 (min.0-1-13),2=1729/0-5-8 (min.0-1-14) Max Horz 2=-354(LC 8) Max Uplift 9=-384(LC 11),2=-385(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-21=-2505/579,3-21=-2415/593,3-4=-2303/612,4-5=-1757/591,5-22=-1414/567, 6-22=-1414/567,6-7=-1826/602,7-8=-2326/613,8-23=-2440/597,9-23=-2530/583 BOT CHORD 2-20=-566/2117,20-24=-363/1778,24-25=-363/1778,19-25=-363/1778,18-19=-360/1784, 17-18=-158/1414,16-17=-168/1416,15-16=-119/1427,14-15=-121/1430, 13-14=-231/1729,12-13=-233/1729,12-26=-231/1729,11-26=-231/1729,9-11=-363/2005 WEBS 3-20=-287/265,4-20=-116/490,4-18=-613/357,5-18=-143/616,6-14=-196/840, 7-14=-586/349,7-11=-102/447,8-11=-291/268 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; 1� Op k_(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 3-1-15,Interior(1)3-1-15 to 11-11-2,Exterior(2)11-11-2 to -t> ° r�OrF�* 28-0-14,Interior(1)28-0-14 to 36-9-11,Exterior(2)36-9-11 to 40-9-11 zone;cantilever left and right exposed;end vertical left and \` NG,�N4- 41 right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ci V ter_ 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 !� 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs K.- 787:'PE 9 non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)0 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 tri. CO will fit between the bottom chord and any other members,with BCDL=10.Opsf. ©L. OREGON �O© 7)A plate rating reduction of 20%has been applied for the green lumber members. [s 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 384 lb uplift at joint 9 and 385 lb uplift at VO� ER (k\ �- joint 2. 'V �rI �� 9)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. C.• G NO 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE:06-30-2019 April 5,2019 1 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/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 PLH-Lot 1 Willow Brook K5940851 B1901152 A07 PIGGYBACK BASE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:24 2019 Page 1 ID:LBe2iBIjN7ljug1 REfrAUPzb1 G4-IRbFeGPOIjWfPrrpu_eg8Wm5xr8XgMk1 vgEo05zTlr1 0 5-11-9 11-11-2 17-10-11 22-1-5 28-0-14 34-0-7 40-0-0 4I1I-0-Q -0 5-11-9 5-11-9 5-11-9 4-2-9 5-11-9 5-11-9 5-11-9 1-0 5x10 -i Scale=1:76.8 8x8 = 5 17 8.00 12 3x4 i 3x4 4 7 T ' 5x6 i 0N x6 N 3 8 Li, J. 16 18 qe 12 \/\ � 114 0? o QIM ° 4x6 = 15 19 20 14 13 12 21 22 11 4x6 = 3x4 = 3x4 = 5x6 = 3x4 = 3x4 = 8-11-6 17-10-11 19-9-4 22-1-5 31-0-10 40-0-0 1 8-11-6 8-11-6 11-10-9 1 2-4-1 8-11-6 8-11-6 Plate Offsets(X,V)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[5:0-4-1,0-2-8],[6:0-5-12,Edge],[8:0-3-0,0-3-0],[9:Edge,0-0-4],[13:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.20 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.45 11-12 >999 180 TCDL • 7.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.12 9 n/a n/a BQLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-SH Weight 265 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins,except 8-10,1-3:2x6 DF No.2 2-0-0 oc purlins(5-7-7 max.):5-6. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std G*Except* 8-10-6 oc bracing:2-15. 5-14,5-13,6-13,6-12:2x4 OF No.1&Btr G WEBS 1 Row at midpt 4-14,5-13,6-13,7-12 REACTIONS. (lb/size) 9=1727/0-5-8,2=1729/0-5-8 Max Horz 2=353(LC 9) Max Uplift 9=-384(LC 11),2=-385(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/592,3-4=-2307/611,4-5=-1752/595,5-6=-1369/563,6-7=-1752/595, 7-8=-2307/612,8-9=-2508/593 BOT CHORD 2-15=-565/2120,14-15=-363/1774,13-14=-159/1399,12-13=-114/1371,11-12=-227/1685, 9-11=-360/1978 WEBS 3-15=-286/266,4-15=-111/516,4-14=-629/354,5-14=-192/793,6-12=-196/780, 7-12=-630/354,7-11=-112/517,8-11=-286/266 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)-0-10-1 to 3-1-15,Interior(1)3-1-15 to 11-11-2,Exterior(2)11-11-2 to 28-0-14,Interior(1)28-0-14 to 36-9-11,Exterior(2)36-9-11 to 40-9-11 zone;cantilever left and right exposed;end vertical left and 0\Ep PRQi c , right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 t� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ��0 lJG`1NE`F /O 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs N? nort=CSh6ifTisfV*tth t3d'iffPl1VSi82tfh-- - -_. - .__ 4)Provide adequate drainage to prevent water ponding. a 787*'P r" 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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. C)CO 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 'LhOREGON �© 9=384,2=385. V 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. © 8ER L. GALS RENEWAL DATE:06-30-2019 April 5,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mu 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 PLH-Lot 1 Willow Brook K5940852 B1901152 A08 PIGGYBACK BASE 9 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Apr 5 11:38:51 2019 Page 1 ID:LBe2i BIjN7ljug 1 REfrAUPzb1 G4-QwVNpKV WwInRwHuYzs3mIDYXI?LbgiC8S4Zku2zTIV2 41-0-0 0-9 5-11-9 11-11-2 17-10-11 22-1-5 28-0-14 340.7 37-8-0 40-0-0 1-o-d 5-11-9 5-11-9 5-11-9 42-9 5-11-9 5-11-9 3-7-9 2-4-0 1-0-0 5x10 - Scale=1:97.6 8x8 = 5 24 6 8.00 12 ji It 3x4 -2 3x4 -� 4 7 5x6 �i , m 8x8 \ N rsi 3 8 2x4 I I 23 liiill\IF 9 v 1 2 it/ \ 10 o, .zmr . -- 1 a) 0 0 4x6 = 20 26 27 19 18 17 16 15 14 28 29 13 12o'co 3x4 = 4x4 —4x12 I I 3x4 = 3x4 = 2x4 I I 4x8 = 8x8 = 8x8 = 5x10 =4x6 2.93 112 VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED. 8-11-6 17-10-119-9-422-1-51 31-0-10 37-8-0 140-0-0 I 8-11-6 8-11-6 1-10-9 2-4-1 8-11-6 6-7-6 2-4-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[5:0-4-1,0-2-8],[6:0-5-12,Edge],[10:0-1-10,0-0-7],[12:0-5-8,0-2-12],[15:0-1-11,0-3-3],[16:0-6-13,0-1-15],[17:0-1-5,0-3-6] 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 0.31 Vert(LL) -0.20 13-14 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.54 Vert(CT) -0.49 13-14 >965 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.16 10 n/a n/a - BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight:280 lb FT=20% - LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins,except 8-11,1-3:2x6 DF No.2 2-0-0 oc purlins(5-6-6 max.):5-6. BOT CHORD 2x4 DF No.1&Btr G'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 15-19:2x6 DF No.2 8-10-5 oc bracing:2-20. WEBS 2x4 DF Std G`Except` WEBS 1 Row at midpt 4-18,5-16,6-16,7-14 5-18,5-16,6-16,6-14:2x4 DF No.1&Btr G REACTIONS. (lb/size) 2=1729/0-5-8 (min.0-1-14),10=1727/0-5-8 (min.0-1-12) Max Horz 2=354(LC 9) Max Uplift 2=-385(LC 10),10=-384(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-2505/579,3-23=-2415/593,3-4=-2304/612,4-5=-1757/591,5-24=-1413/569, 6-24=-1413/569,6-7=-1821/599,7-8=-2496/640,8-25=-2924/695,9-25=-2949/682, 9-10=-3363/687 BOT CHORD 2-20=-566/2115,20-26=-362/1775,26-27=-362/1775,19-27=-362/1775,18-19=-360/1781, 17-18=-157/1410,16-17=-169/1404,15-16=-115/1426,1415=-118/1426, 14-28=-241/1784,28-29=-241/1784,13-29=-241/1784,12-13=-410/2260, 10-12=-464/2585 WEBS 3-20=-287/265,4-20=-115/492,4-18=-615/356,5=18=-132/633,6 250/145. 6-14=-172/855,7-14=-673/361,7-13=-127/628,8-13=-445/290,9-12=-16/471, 8-12=-76/313 �Q` O p R Op NOTES- )Wi d ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; Cen 4NG1NEF'9 sfd., MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 3-1-15,Interior(1)3-1-15 to 11-11-2,Exterior(2)11-11-2 to 28-0-14,Interior(1)28-0-14 to 36-9-11,Exterior(2)36-9-11 to 40-9-11 zone;cantilever left and right exposed;end vertical left and 1.0 78 ::PE T- 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Y CO 4)Provide adequate drainage to prevent water ponding. 0, OREGON p� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. q 1 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �f A will fit between the bottom chord and any other members,with BCDL=10.0psf. vq �{' eER ti- will 7)A plate rating reduction of 20%has been applied for the green lumber members. �`V L G11,8,-\'- 8) P'„\ 8)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 385 lb uplift at joint 2 and 384 lb uplift at RENEWAL DATE:06-30-2019 joint 10. April 5,2019 10)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI wnurrubu vii Ndyb C A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTekR 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 PLH-Lot 1 Willow Brook K5940852 B1901152 A08 PIGGYBACK BASE 9 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Apr 5 11:38:51 2019 Page 2 ID:LBe2iBIjN7ljug 1 REfrAUPzb1 G4-QwV NpKV WwInRwHuYzs3m1DYXI?LbgiC8S4Zku2zTl V2 NOTES- 11)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 MII-7473 rev.10/03/2016 BEFORE USE. 1 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 PLH-Lot 1 Willow Brook K5940853 B1901152 A09 PIGGYBACK BASE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:26 2019 Page 1 ID:LBe2iBIjN7ljug1 REfrAUPzb1 G4-Egj03yRegKmNe9?C?PglDxrOQeq?8FEKNJu4_zTlr? -]-0-q 5-11-9 I 11-11-2 17-10-11 22-1-5 28-0-14 34-0-7 40-0-0 4)-0� -0- 5-11-9 5-11-9 5-11-9 4-2-9 5-11-9 5-11-9 5-11-9 1-0 5x10 Scale=1:76.8 8x8 = 5• m 17. " IL 8.00 12 3x4 i 3x4 4 7 5x6 i 0 `a N 5x6 \ ni 3 8 t. P4. 16 18 v12 9 as \, O� 4x6•= 15 19 20 14 13 12 21 22 11 4x6 = �Io 3x4 = 3x4 = 5x6 = 3x4 = 3x4 = 8-11-6 17-10-11 19-9-4 22-1-5 31-0-10 40-0-0 8-11-6 8-11-6 11-10-9 1 2-4-1 I 8-11-6 8-11-6 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[5:0-4-1,0-2-8],[6:0-5-12,Edge],[8:0-3-0,0-3-0],[9:Edge,0-0-4],[13:0-3-0,0-3-0] 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 0.30 Vert(LL) -0.20 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.45 11-12 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.12 9 n/a n/a - BCLL 0.0 * Code IBC2015/TP12014 Matrix-SH Weight:265 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 4-2-6 oc purlins,except 8-10,1-3:2x6 DF No.2 2-0-0 oc purlins(5-7-7 max.):5-6. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std G*Except* 8-10-6 oc bracing:2-15. 5-14,5-13,6-13,6-12:2x4 DF No.1&Btr G WEBS 1 Row at midpt 4-14,5-13,6-13,7-12 REACTIONS. (lb/size) 9=1727/0-5-8,2=1729/0-5-8 Max Horz 2=353(LC 9) Max Uplift 9=-384(LC 11),2=-385(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/592,3-4=-2307/611,4-5=-1752/595,5-6=-1369/563,6-7=-1752/595, 7-8=-2307/612,8-9=-2508/593 BOT CHORD 2-15=-565/2120,14-15=-363/1774,13-14=-159/1399,12-13=-114/1371,11-12=-227/1685, 9-11=-360/1978 WEBS 3-15=-286/266,4-15=-111/516,4-14=-629/354,5-14=-192/793,6-12=-196/780, 7-12=-630/354,7-11=-112/517,8-11=-286/266 . .. - - ... . .Wind: - ... . - .= 11...• i . . • : p =; a. .= . :• -.• MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 3-1-15,Interior(1)3-1-15 to 11-11-2,Exterior(2)11-11-2 to 28-0-14,Interior(1)28-0-14 to 36-9-11,Exterior(2)36-9-11 to 40-9-11 zone;cantilever left and right exposed;end vertical left and cd1E0 PR OF 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 . ) C'C. 0INEF� /Q 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� 2 non-concurrent with other live loads. O o 9 4)Provide adequate drainage to prevent water ponding. 787.8P G 1! 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=1b) • OREGON O. 9=384,2=385. V `' _.N. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C/4.4‹, E'ER 1" 4' l.. GPS-•\ RENEWAL DATE:06-30-2019 April 5,2019 __ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ME-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 �z a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iV 1iTek. 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 PLH-Lot 1 Willow Brook K5940854 B1901152 A10 PIGGYBACK BASE 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:27 2019 Page 1 ID:LBe2iBIjN7ljug 1 REfrAUPzb 1 G4-jOHOH I RGbeuEGJaOZ7BXm8ObK2CYtgJUbeSScQzTlr_ -0� 5-11-9 11-11-2 17-10-11 22-1-5 28-0-14 34-0-7 40-0-0 41-0-0 -0- 5-11-9 5-11-9 5-11-9 4-2-9 5-11-9 5-11-9 5-11-9 -0- 5x10 i Scale=1:76.8 8x8 = 5 ;a1ai ! A, 19 8.00 12 3x4 10x10 Q 4 7 - m 5x6 i O. 6N 5x6 3 8 t� �J. 17 20 a 12 9 vv 0� 1 r �e. u ,6' c: '_ 'lap eo o 6Ir, 4x6,= 16 21 22 15 14 13 23 •12 11 4x6,= o 3x4 = 3x4 = 5x6 = 3x4 = 2x4 II 3x4 8-11-6 17-10-11 19-9-41 22-1-5 28-0-0 31-0-10 40-0-0 8-11-6 8-11-6 1-10-9 2-4-1 5-10-11 3-0-10 8-11-6 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[5:0-4-1,0-2-8],[6:0-5-12,Edge],[7:0-5-0,0-3-4],[8:0-3-0,0-3-0],[9:Edge,0-0-4],[14:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEF L. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.16 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(CT) -0.35 15-16 >937 180 TCDL 7.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.05 9 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-SH Weight:276 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except" TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, 8-10,1-3:2x6 DF No.2 except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):5-6. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-15,5-14,6-14,6-13:2x4 DF No.1&Btr G 9-11-10 oc bracing:2-16 6-0-0 oc bracing:12-13. WEBS 1 Row at midpt 4-15,5-14,6-13,7-12 REACTIONS. (lb/size) 9=567/0-5-8,2=1233/0-5-8,12=1656/0-5-8 Max Horz 2=353(LC 9) Max Uplift 9=-153(LC 11),2=-297(LC 10),12=-329(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1669/394,3-4=-1466/413,4-5=-887/391,5-6=-605/370,6-7=-635/332, 7-8=-328/168,8-9=-533/154 BOT CHORD 2-16=-445/1490,15-16=-238/1115,14-15=-140/717,13-14=-92/522,9-11=-11/384 WEBS 3-16=-313/272,4-16=-116/544,4-15=-670/361,5-15=-202/814,5-14=-669/199, 6-14=-220/587,6-13=-537/166,7-13=-118/785,7-11=-138/426,8-11=-349/270, 7-12=-1578/418 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; [�cS' MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 3-1-15,Interior(1)3-1-15 to 11-11-2,Exterior(2)11-11-2 to ``�EV r fl ROF[C 27-10-1,Interior(1)27-10-1 to 36-9-11,Exterior(2)36-9-11 to 40-9-11 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 .`0, t.AGINE&- 0�() 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 v �i 711S-truss Tas been designed f rr grealerof mht raofllve toast osteo psf or 2.00 times fhattooffoad of23A psf on werf angsLt. C non-concurrent with other live loads. 78 •8P Er 4)Provide adequate drainage to prevent water ponding. / 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,f/f .474/4" 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 CO 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. . , OREGON �©O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) tt ti �{ 9=153,2=297,12=329. 78E 1 4. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE:06-30-2019 April 5,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mut 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 PLH-Lot 1 Willow Brook K5940855 B1901152 All GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:28 2019 Page 1 ID:LBe2iBIjN7ljugl REfrAUPzb1 G4-BCrmUeSvLy05tT9a7gimlMxnRSc8cCXdglC?8szTlgz -1-°- 17-10-11 22-1-5 40-0-0 41-0-0 1-0-. 17-10-11 4-2-9 17-10-11 1-0-0 Scale=1:87.8 6x6 = 6x6 = 12 13 14 Sheet Front - - Full Sheathing 8.00 12 11 •lys.. 15 1 Ply. 100 0 fO ��O 16 g / 17 Or/O. ge°101ffer›.... � 18 5x10 i 7 19 5x10 �� N 5 6'/0 •/ / � y�20 21 � r 49 4 C.. � �j`�22 50 3 4-,,.. / 0 , . 0, 23 io/seto �� os --•. ..,. - 44iir l'‘P.19.A 1- -- A .. x. - i.` 3o Its' 0 4x6 = 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 4x6 = 3x6 II 3x4 = 5x6 = 3x4 = 40-0-0 40-0-0 Plate Offsets(X,Y)-- [2:Edge,0-0-4],[5:0-3-8,0-3-0],[5:0-0-2,0-1-13],[21:0-3-8,0-3-0],[21:0-0-2,0-1-12],[24:Edge,0-0-4],[35:0-3-0,0-3-0] 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 0.21 Vert(LL) 0.03 26-27 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.17 Vert(CT) -0.05 26-27 >999 180 BCLL 0.0 Rep Stress!nor YES WB 0.14 Horz(CT) 0.01 24 n/a n/a - BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:335 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,except 21-25,1-5:2x6 DF No.2 2-0-0 oc purlins(10-0-0 max.):12-14. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF Std G 10-0-0 oc bracing:30-31,29-30,28-29,27-28,26-27,24-26. OTHERS 2x4 DF Std G*Except* WEBS 1 Row at midpt 13-35,12-36,11-37,10-38,9-39,14-34, 13-35,12-36,11-37,14-34,15-33:2x4 DF No.1&Btr G 15-33,16-32,17-31 JOINTS 1 Brace at Jt(s):45,46,47,48 REACTIONS. All bearings 28-0-0 except(jt=length)24=0-5-8. (lb)- Max Horz 2=354(LC 9) Max Uplift All uplift 100 lb or less at joint(s)35,36,37,38,43,33,32,41,40 except 24=-113(LC 11),2=-118(LC 6),39=-168(LC 10),44=-112(LC 10), 31=-346(LC 11) Max Gray All reactions 250 lb or less at joint(s)2,35,36,37,38,39,42,43,44, 34,33,32,41,40 except 24=529(LC 1),31=691(LC 19) 1 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-275/272,10-11=-173/272,11-12=-219/302,12-13=-197/269,13-14=-197/269, 14-15=-219/294,21-22=-387/89,22-23=-435/48,23-24=-525/15 BOT CHORD 38-39=-213/285,37-38=-213/285,36-37=-213/285,35-36=-211/280,34-35=-211/280, 33-34=-213/283,32-33=-213/281,31-12=-213/281 10-31=0347,29-30=0/347, 28-29=0/347,27-28=0/337,26-27=0/337,24-26=0/337 r WEBS 31-47=-537/283,47-48=-496/261,20-48=-475/251 ,�C�0D r R Open 06, NOTES- SCO E�GINEF9N.r /a 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)-0-10-1 to 3-1-15,Interior(1)3-1-15 to 11-10-13,Exterior(2)11-10-13 to ,fit! 28-0-0,Interior(1)28-0-0 to 36-9-11,Exterior(2)36-9-11 to 40-9-11 zone;cantilever left and right exposed;end vertical left and right 787::•E 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 Il;Exp B;Fully Exp.;Ct=1.10 0 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs >G OREGON $)CS non-concurrent with other live loads. ,, F ti 5)Provide adequate drainage to prevent water ponding. 0 �aER AN -`r - 6)All plates are 2x4 MT20 unless otherwise indicated. 4 \"� 7)Gable studs spaced at 2-0-0 oc. L G p\- 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide RENEWAL DATE:�6'30'2Q19 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. April 5,2019 Continued on oaae 2 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 �t/Al iTekC 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 PLH-Lot 1 Willow Brook K5940855 B1901152 All GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:29 2019 Page 2 ID:LBe2iBIjN71jug 1REfrAUPzb1G4-fPP8h TX6F8yVdkmgXE?rZTyBsxMLfnm3yxZgJzTlgy NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)35,36,37,38,43,33,32,41,40 except(jt=lb)24=113, 2=118,39=168,44=112,31=346. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. . a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 PLH-Lot 1 Willow Brook K5940856 B1901152 B01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:29 2019 Page 1 ID:LBe2iBIjN7ljug1REfrAUPzb1G4-fPP8h_TX6F8yVdkmgXE?rZTynswNLZKm3yxZgJzTlgy 15-2-10 1-0-0 5-0-14 10-1-12 13-3-8 13r8-10 20-3-8 ,21-3-8 1-0-0 5-0-14 5-0-14 3-1-12 5- 1-6-0 5-0-14 11-0-0 I Scale=1:46.5 4x6 II 4 Sheet Back 8.00 [12 %f" Left Option 6-3-8a 1Ply. if Nfr, Ir 27 5 5x6 i �� .. 3 `� ,$4?'' �, 0(7 " 6x6 � /57 "ir3x6 , 0 3x6 i 28 3x6 II �I1% 3x6 II ,/7 7 .zt3x6 �i 8 v`- , 1 i/ 1g7W I4I r] m ;i X. to ►. 10 9 ;. Ir? 3x4 = 1211 3x4 = 3x8 = 3x6 = 3x4 = 6-3-86 13-9-4 20-3-8 6-3-8 0--12 7-3-0 6-6-4 Plate Offsets(X,Y)-- [3:0-3-0,0-3-0],[4:0-2-0,0-0-0],[6:0-3-0,0-3-0],[11:0-0-6,0-0-0],[11:0-3-8,0-1-8],[12:0-2-0,0-0-3],[14:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.03 9-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.10 9-11 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.0f 7 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-SH Weight:150 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. 6-8,1-3:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G JOINTS 1 Brace at Jt(s):14 WEBS 2x4 DF Std G*Except* 5-14,13-14:2x8 DF No.2 OTHERS 2x4 DF Std G REACTIONS. All bearings 0-5-8 except(jt=length)2=0-3-8. (Ib)- Max Horz 2=213(LC 9) Max Uplift All uplift 100 lb or less at joint(s)2,12 except 11=-196(LC 10), 7=-167(LC 11) Max Gray All reactions 250 lb or less at joint(s)12 except 2=303(LC 1),11=870(LC 1),7=622(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-503/240,5-6=-581/233,6-7=-693/177 BOT CHORD 7-9=-48/514 WEBS 3-11=-347/276,4-11=-501/93,4-14=-170/467,9-14=168/464,6-9=-294/250 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 7-1-12,Exterior(2)7-1-12 to 13-1-13, OD PR0 Interior(1)13-1-13 to 18-1-3,Exterior(2)18-1-3 to 21-1-3 zone;cantilever left and right exposed;end vertical left and right ,C1.�G F�As exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 , `NGIN4. /Q 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 V Gable End Details as applicable,or consult qualified building designer as per ANSIfTPI 1. k/ 'j> 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 cc 787::P 1" 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �, 5)All plates are 2x4 MT20 unless otherwise indicated. CO- 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. °L OREGON �Q� 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 ,� v �- will fit between the bottom chord and any other members. O ' ER 1 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)2,12 except &. G A`''`� (jt=lb)11=196,7=167. RENEWAL DATE:06-30-2019 April 5,2019 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �/ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 PLH-Lot 1 Willow Brook K5940857 B1901152 B02 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:30 2019 Page 1 ID:LBe2iBIjN7ljug 1 REfrAUPzb 1 G4-7bzWvKU9tZGp7mJzEFIEOn07WFF540RwIch6ClzTlgx -1-0-0 I 5-0-14 10-1-12 13-3-8 15-2-10 20-3-8 1-3-8 1-0-0 5-0-14 5-0-14 3-1-12 1 1-11-2 5-0-14 1-0-0 Scale=1:46.5 4x6 II 4 8.00 12 12 13 5x6 i 5x6 3 5 11 14 2 6 1 7 v _� R _� c,Irn �� 9 15 8 ora 0 10 3x4 = 3x4 3x4 = 3x6 = 3x4 = 6-6-4 13-9-4 20-3-8 6-6-4 7-3-0 6-6-4 Plate Offsets(X,Y)-- [3:0-3-0,0-3-0],[5:0-3-0,0-3-0] 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 0.23 Vert(LL) -0.08 8-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.15 8-10 >999 180 TCDL 7.0 • Rep Stress Incr YES WB 0.56 Horz(CT) 0.01 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH • Weight:107 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. 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=297/0-3-8,10=885/0-5-8,6=620/0-5-8 Max Horz 2=213(LC 9) Max Uplift 2=-51(LC 11),10=-230(LC 10),6=-164(LC 11) Max Gray 2=297(LC 1),10=927(LC 18),6=620(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-617/249,5-6=-694/176 BOT CHORD 6-8=-50/518 WEBS 3-10=-344/278,4-10=-509/99,4-8=-179/543,5-8=-309/267 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)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 7-1-12,Exterior(2)7-1-12 to 13-1-12, Interior(1)13-1-12 to 18-1-3,Exterior(2)18-1-3 to 21-1-3 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs � r 0 PRQ�rss non-concurrent with other live loads. CC 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' ,\GI NE,c� /�'� 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 N '' - wf irbet feenthtEoltortreheeterdenyclAermembera;wkA$O31•-48.0pef. c..�, _. 6)A plate rating reduction of 20%has been applied for the green lumber members. 787•:PE r 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 10=230,6=164. f CO dtL OREGON ti4z. L. G At- RENEWAL DATE:06-30-2019 April 5,2019 r 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 MiTeke 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 PLH-Lot 1 Willow Brook K5940858 B1901152 B03 Common 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:31 2019 Page 1 ID:LBe2iBIjN7ljug1 REfrAUPzb1 G4-bnXv6fUnetOgkwu9oyGTw_ZIPfbLpTi3WGQflBzTlgw 5-0-14 10-1-12 15-2-10 20-3-8 21-3-8I 5-0-14 5-0-14 5-0-14 5-0-14 1-0-0 4x6 I I Scale=1:45.6 3 8>42 00 15x6 aiiiiiiiibb„ 1 5 Illi LI 6 v ,4 II • IIMIIMIIIIIIMMER. 1,6 0 MI 8 14 7 ►t 02 o 3x8 II 9 3x6 = 3x4 = 3x4 = 3x4 = 6-6-4 13-9-4 20-3-8 6-6-4 7-3-0 6-6-4 Plate Offsets(X,Y)-- [1:0-3-9,Edge],[1:0-1-0,0-5-1],[1:0-0-8,0-0-12],[4:0-3-0,0-3-0] 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 0.22 Vert(LL) -0.09 7-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.15 7-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.56 - Horz(CT) 0.01 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:101 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. 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) 9=898/0-5-8,1=224/0-3-8,5=617/0-5-8 Max Horz 1=-208(LC 6) Max Uplift 9=-231(LC 10),1=-37(LC 11),5=-163(LC 11) Max Gray 9=935(LC 18),1=224(LC 1),5=617(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-611/247,4-5=-688/175 BOT CHORD 5-7=-48/513 WEBS 2-9=-339/275,3-9=-507/99,3-7=-179/541,4-7=-310/267 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)ga_tbl nd zone and C Eztenor(2)0-1-12 to 3-1-12.Infenor(1j =1-12 to 7-1-12, eHnor(2)7-1-12 to 13-142. Interior(1)13-1-12 to 18-1-3,Exterior(2)18-1-3 to 21-1-3 zone;cantilever left and right exposed;end vertical left and right �0 PROF 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 tt_. NGS NEc``INSI4 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs s A_ non-concurrent with other live loads. 4 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '9 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 787 P will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)A plate rating reduction of 20%has been applied for the green lumber members. / 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 9=231,5=163. / QS 41114 OREGON gz. c.....©kp aER ‘44`�g� L. GAL RENEWAL DATE:06-30-2019 April 5,2019 -- ®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/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 PLH-Lot 1 Willow Brook K5940859 B1901152 CO1 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:32 2019 Page 1 ID:LBe2iBIjN7ljug1 REfrAUPzb 1 G4-3_4H K?VPPAWXM4TLMgniTC5W43?AY2tDIwADHezTlgv -1-0-0 7-0-0 14-0-0 15-0-0 1-0-0 I 7-0-0 7-0-0 1-0-0 Scale=1:32.7 5x6 = 5 Sheet Front Fut Sheathing 1 Ply. 7 6 8.00 4 4 lee r407 1 //:ep4P c 2 :�.' dg / /j �� 8 s3. IT 3x4 = 14 13 12 11 10 3x4 = 14-0-0 14-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 8 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 8 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:81 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 No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 14-0-0. (Ib)- Max Horz 2=150(LC 9) Max Uplift All uplift 100 lb or less at joint(s)2,8,13,11 except 14=-137(LC 10),10=-137(LC 11) Max Gray All reactions 250 lb or less at joint(s)2,8,12,13,11 except 14=261(LC 18),10=261(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 Corner(3)-0-10-1 to 2-1-15,Exterior(2)2-1-15 to 4-0-0,Corner(3)4-0-0 to 10-0-0, Exterior(2)10-0-0 to 11-9-11,Corner(3)11-9-11 to 14-9-11 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. Qi'R 6)Gable requires continuous bottom chord bearing. ``t O Ore 7)Gable studs spaced at 2-0-0 oc. �(, tr 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \Gj"� `+aGI NEF, s4Q 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 v /4i wdfflt-beMEell belfbmtfferBarnttngt)MerremDera: n-- 10)A plate rating reduction of 20%has been applied for the green lumber members. 70 • f E 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,13,11 except(jt=lb)14=137,10=137. / (Q .,�. OREGON no© 41 L. GP RENEWAL DATE:06-30-2019 April 5,2019 1111.1.11. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ivor 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 PLH-Lot 1 Willow Brook K5940860 B1901152 CO2 COMMON 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:33 2019 Page 1 I D:LBe2iBIjN7ljug 1 REfrAUPzb1 G4-XAefXLW 1 AUeO_E 1 YvN Ix?PedOTIzH U2M_avmp4zTlqu -1-0-0 7-0-0 14-0-0 15-0-0 1-0-0 7-0-0 7-0-0 1-0-0 Scale=1:33.0 5x6 = 3 IN 8.00 12 • 8 Ihhhhih.0 2 4 c 5 c4 r r 10 g� MNEaI9 ►/ 6 EMo 3x4 = 2x4 3x4 = 7-0-0 14-0-0 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.03 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.10 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BOLL 0.0 * Code IBC2015/TP12014 - Matrix-SH Weight:67 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 No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=637/0-5-8,4=637/0-5-8 Max Horz 2=-150(LC 8) Max Uplift 2=-149(LC 10),4=-149(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-649/162,3-4=-649/162 BOT CHORD 2-6=-40/456,4-6=-40/456 WEBS 3-6=0/296 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)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 4-0-0,Exterior(2)4-0-0 to 10-0-0, Interior(1)10-0-0 to 11-10-1,Exterior(2)11-10-1 to 14-10-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t� c 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 ,� ¢t0 P R QF` s will fit between the bottom chord and any other members. S 6)A plate rating reduction of 20%has been applied for the green lumber members. , , t NGi I'iI "Q 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) v *T ?j 2=149,4=149. 77 7878:•E. f co "a" ,4. OREGON ,a• 1` "oy eER ' °A` „14-- L. G NO RENEWAL DATE:06-30-2019 April 5,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 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 A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ivliTek° 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 Safetylnformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 1 Willow Brook K5940861 B1901152 CAP1 Piggyback 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:33 2019 Page 1 ID:LBe2iBIjN7Ijug1 REfrAUPzb1 G4-XAefXLW1 AUeO_E1 YvNlx?PehpTLaHVhM_avmp4zTlqu 4-2-9 4-2-9 4x4 = Scale=1:10.5 2 Sheet Front Full Sheathing r®® 1 Ply. 8/70r400 00 12 3 1 c / / Io Io 1/•44,4•41",.• • •41;d7.44 "A:S.4 3x4 -i 2x4 II 3x4 Q 2-1-5 4-2-9 2-1-5 2-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-9 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) 1=86/4-2-9,3=86/4-2-9,4=139/4-2-9 Max Horz 1=-35(LC 6) Max Uplift 1=-29(LC 10),3=-33(LC 11),4=-7(LC 10) 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)Gable requires continuous bottom chord bearing. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. ,cC s?` P R Oren �, ANGtN��`� /o `t' 78 PE r- c co °G OREGON ©. ` ! . GP- RENEWAL DATE:06-30-2019 April 5,2019 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 �m 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 PLH-Lot 1 Willow Brook K5940862 B1901152 CAP2 Piggyback 28 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:34 2019 Page 1 ID:LBe2iBIjN7ljug1 REfrAUPzb1 G4-?MC11hXfxomFbOckT5pAYdBsZthpOyxWCEfKLWzTlgt 4-2-9 4-2-9 4x4 = Scale=1:10.5 2 8.00 12 1111IF 3 ■ r N I� 0 4 o 4 3x4 - 2x4 II 3x4 2-1-5 4-2-9 2-1-5 2-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-9 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) 1=86/4-2-9,3=86/4-2-9,4=139/4-2-9 Max Horz 1=-35(LC 6) Max Uplift 1=-29(LC 10),3=-33(LC 11),4=-7(LC 10) 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)Gable requires continuous bottom chord bearing. 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)Provide mechanical of tnlssto-•_-;•• • - i • .• 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building a� F� designer. PR ((s1/40 y[' D O C �ty�,li NEF� � >a'L cc 78 8PE T-- CO CO . OREGON tioo1 G,sfA E'ER bt`��,�- L. GAL RENEWAL DATE:06-30-2019 April 5,2019 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 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 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 PLH-Lot 1 Willow Brook K5940863 B1901152 CAP3 Piggyback 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:34 2019 Page 1 I D:LBe2iBljN7ljug 1 REfrAUPzb1 G4-?MC11hXfxomFbOckT5pAYdBsZthpOyx WCEfkLWzTlgt 4-2-9 4-2-9 4x4 = Scale=1:10.5 2 Sheet Front Full Sheathing 1 Ply. 8.00 12 Aire" // / rel////,, ' 3 r, liood• "e4717 Io 10 4 3x4 - 2x4 II 3x4 - 2-1-5 4-2-9 2-1-5 2-1-5 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) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-P Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-9 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) 1=86/4-2-9,3=86/4-2-9,4=139/4-2-9 Max Horz 1=-35(LC 6) Max Uplift 1=-29(LC 10),3=-33(LC 11),4=-7(LC 10) 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)Gable requires continuous bottom chord bearing. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building C, designer. •kk,'Rktv pROFp„ °INEZ. WQ 787:; E co �G OREGON to " pi eER t. GAL RENEWAL DATE:06-30-2019 April 5,2019 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. Bradng 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 PLH-Lot 1 Willow Brook K5940864 B1901152 JA01 Jack-Open 9 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:35 2019 Page 1 I D:LBe2i BIjN7ljug 1 REfrAUPzb 1 G4-UYmPy1 XIi5u5DYBw1 oKP5gj?8GrRIPQfRuOtuyzTlgs -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:12.5 3 VERTICAL SUPPORT OF FREE END 8.00 12 OF CHORD IS REQUIRED. 2 1Old 3x6 = 4 2-0-0 2-0-0 Plate Offsets(X,Y)-- [2:0-6-0,0-0-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.01 2-4 >999 180 TCDL- 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 0.0 * 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) 2=151/0-5-8,4=70/Mechanical Max Horz 2=76(LC 7) Max Uplift 2=-33(LC 7),4=-34(LC 7) Max Gray 2=254(LC 16),4=109(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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-chordand�. 6)A plate rating reduction of 20%has been applied for the green lumber members. �� ry❑ 7)Refer to girder(s)for truss to truss connections. t (-tl Q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 4.$ sty' �� ENG�NEF� / q 78 87 • ,r- .34.. OREGON ,Z 06 '78ER ,"0- 1... GP\- RENEWAL DATE: 06-30-2019 April 5,2019 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/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 PLH-Lot 1 Willow Brook K5940865 B1901152 JX01 Jack-Open Girder 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:35 2019 Page 1 I D:LBe2iBIjN7ljug 1 REfrAUPzb 1 G4-UYmPy1 XIi5u5DYBw1 oKP5gj1 GGuNI PQfRuOtuyzTlgs -1-0-0 0-11-8 1-10-15 1-0-0 0-11-8 0-11-8 Scale=1:12.2 3 8.00 12 2 1 !11 ' ' / LUS24 LUS24 4 ,/ 3x4 4-8-14 4-8-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.03 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.08 2-4 >657 180 TCDL 7.0 Rep Stress Inc! 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 14 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=176/0-5-8,4=49/Mechanical,3=46/Mechanical Max Horz 2=79(LC 10) Max Uplift 2=-16(LC 10),3=-50(LC 10) Max Gray 2=184(LC 16),4=98(LC 3),3=53(LC 18) 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)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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)2,3. E0 P R OFF 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 .�� GIN G tr� 2-0-12 from the left end to 4-0-12 to connect truss(es)to back face of bottom chord. �GJ �� ES,9 •0 10) Fill all nail holes where hanger is in contact with lumber. C? 'T ai ilrfritieltNerASErStsectfOrt,t03C5'app11eC to trrafa of the-truss are note t-as front(P/or tack(4}. 4 787: 87+,P LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) CO Vert:1-3=-64,2-4=-20 Concentrated Loads(Ib) G OREGON eS) Vert:6=-3(B) too � . GAL RENEWAL DATE:06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mu ' 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 PLH-Lot 1 Willow Brook K5940866 B1901152 JX02 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:36 2019 Page 1 ID:LBe2iBljN7ljugl REfrAUPzb1 G4-ylKo9NYwTPOyrim7bWsed2GBFgFQUsgogY8QQPzTlgr -1-0-0 1-11-8 3-10-15 1-0-0 1-11-8 1-11-8 Scale=1:18.9 3 8.00 12 2 1 Io g =; 4 3x4 = 4-8-14 4-8-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.02 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.07 2-4 >758 180 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:19 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=239/0-5-8,4=44/Mechanical Max Horz 2=137(LC 10) Max Uplift 3=-106(LC 10),2=-31(LC 10) Max Gray 3=118(LC 18),2=239(LC 1),4=89(LC 3) 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 fortie green—lumber members. 7)Refer to girder(s)for truss to truss connections. 8)3=106e mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) �C QEp PR OFp �C?�5 NGINE c9 /Q�p '� :7::P E • °L OREGONN `VflC.)N. 0'4 1 aER '4' L. G PV\� RENEWAL DATE:06-30-2019 April 5,2019 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 �x 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 PLH-Lot 1 Willow Brook K5940867 B1901152 JX03 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:37 2019 Page 1 ID:LBe2iBljN7Ijug1 REfrAUPzb1 G4-QxuANjZYEj8pSrLJ8DNtAFpL54bfDJvyvCtyrzTlgq -1-0-0 2-4-7 4-8-14 5-10-15 1-0-0 2-4-7 2-4-7 1-2-1 Scale=1:25.5 4 0 3 8.00 112 -' N '9 9, -4- 2 2 3 3x4 = 5 4-8-14 4-8-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.02 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.07 2-5 >758 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 BCDL 10.0'* Code IBC2015/TP12014 Matrix-P Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-14 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 Qt=length)2=0-5-8,3=0-3-2. (Ib)- Max Horz 2=197(LC 10) Max Uplift All uplift 100 lb or less at joint(s)4,2 except 3=-165(LC 10) Max Gray All reactions 250 lb or less at joint(s)4,5,3 except 2=269(LC 1) 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)4,2 except(jt=lb) t D PRO Fj+ 3=165. T* Ct� 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. !NGINE�� s>a 7878 P__ r co . OREGONN tion` 0 M�'ER 1 5•�- �� L. GO-` RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. fait 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/TM 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 PLH-Lot 1 Willow Brook K5940868 B1901152 JX04 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:37 2019 Page 1 ID:LBe2iBIjN71jug1 REfrAUPzb1 G4-QxuANjZYEj8pSrLJBDNIAFpL?4bfDJvyvCt.jrrzTlgq -1-0-0 2-4-7 4-8-14 7-10-15 1-0-0 2-4-7 2-4-7 3-2-1 Scale=1:32.3 4 / I' o Vo orN �u7 3 3x4 = 5 4-8-14 4-8-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.02 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.07 2-5 >758 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight 30 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-14 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=240(LC 10) Max Uplift All uplift 100 lb or less at joint(s)4 except 3=-213(LC 10) Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=269(LC 1),3=260(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. a+.0 PROFF 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) •`�`` trs 3=213. Cj `Ne'I N e$•,, /Q 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. wN V 1). ?j 7878 E co 01.OREGON foQ` 0 'USER 1,k st- iv L. GPA-' RENEWAL DATE:06-30-2019 April 5,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Me-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 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 PLH-Lot 1 Willow Brook K5940869 B1901152 JX05 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:38 2019 Page 1 ID:LBe2iBljN7ljugl REfrAUPzb1 G4-u7SYa3aA?0Gg4?wViwu6iTLWJUxuym957sdXUHzTlgp 1-0-0 2-4-7 4-8-14 9-10-3 1-0-0 2-4-7 2-4-7 5-1-5 Scale=1:38.9 4 0 Io Vy • 0 7SI0 3x4 = 5 4-8-14 4-8-14 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 0.18 Vert(LL) -0.02 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.07 2-5 >758 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a • BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:35 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-14 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. (lb)- Max Horz 2=280(LC 10) Max Uplift All uplift 100 lb or less at joint(s)4 except 3=-253(LC 10) Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=269(LC 1),3=327(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-295/256 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)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 5-6-8,Exterior(2)5-6-8 to 9-9-7 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. QcPR �� 6)A plate rating reduction of 20%has been applied for the green lumber members. 0 7)Refer to girder(s)for truss to truss connections. cs 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) , 3 ,' Gi NE�h sfQ 3=253. C? ..___..___Bysevete_ptate or shim regotolo to provide tmtreanngstlrtaceivRh truss thorC'at font's)3. CC 78 PE r' co iL OREGON tiv�` vCI :8E R ` �� c. G aL RENEWAL DATE:06-30-2019 April 5,2019 ®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/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 PLH-Lot 1 Willow Brook K5940870 B1901152 SX01 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:38 2019 Page 1 ID:LBe2iBIjN7ljug1 REfrAUPzb1 G4-u7SYa3aA?0Gg4?wViwu6iTLYWU 1 uym957sdXU HzTlgp -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:12.2 3 8.00 12 2 1 M 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/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 * Code IBC2015/TPI2014 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 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=46/Mechanical,2=149/0-5-8,4=19/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-50(LC 10),2=-32(LC 10) Max Gray 3=53(LC 18),2=157(LC 16),4=39(LC 3) 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 of20_°. t: . -r :.. . i it ..- r u.: I -u.. s 7)Refer to girder(s)for truss to truss connections. 1� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. {C n�� r f1 Opp„ �T'``�Gt N ‘;61' Cn s4* �' 78 ::P,T co OL OREGON 0A,N SER st". C.. GP - RENEWAL DATE:06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. "mut 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 A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1 V liTek* 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 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 PLH-Lot 1 Willow Brook K5940871 81901152 SX02 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:39 2019 Page 1 ID:LBe2iBIjN7ljug1 REfrAUPzb1 G4-MKOwoPbomKPXi9VhGePLFguiPuN7hDPFMWM41 kzTlgo -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1-10-15 Scale=1:19.1 3 0 8.00 12 cv N N fi f`7 N 2 I11I 1 11 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 0.09 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 16 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=137(LC 10) Max Uplift 3=-109(LC 10),2=-45(LC 10) Max Gray 3=126(LC 18),2=204(LC 1),4=39(LC 3) 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. h 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) nE� f- Qp.. 3=109. V ct' 787. PE r- / L OREGON oQ 0/y � aE,R ,� L. GP - RENEWAL DATE:06-30-2019 April 5,2019 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/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 PLH-Lot 1 Willow Brook K5940872 B1901152 WO1 MONO TRUSS 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Fri Apr 5 13:15:39 2019 Page 1 ID:LBe2iBIjN7ljug 1 REfrAUPzb 1 G4-MKOwoPbomKPXi9VhGePLFgujzuOxhDPFM W M41 kzTlgo -1-0-0 1-0-0 PROVIDE ANCHORAGE,DESIGNED BY OTHERS,1-0-0 1-0-0 AT BEARINGS TO RESIST MAX.UPLIFT Scale=1:9.1 AND MAX HORZ.REACTIONS 3 SPECIFIED BELOW. 8.00 12 2 4 3x4 = 1-0-0 1-0-0 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 0.06 Vert(LL) 0.00 2 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 2 n/r 120 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:7 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=10/Mechanical,3=127/Mechanical Max Horz 4=-187(LC 16),3=187(LC 16) Max Uplift 4=-5(LC 6),3=-55(LC 10) Max Gray 4=20(LC 3),3=127(LC 1) 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 ror 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)4,3. Ep P R OFF 9)NA c`�� ENGI NEFg `S,(/* 1-<' 787:7.P 42.1 O OREGON OS) `gyp MgER At* �. GAA- RENEWAL DATE:06-30-2019 April 5,2019 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 properly incorporate this design into the overall (t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iw iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 PLH-Lot 1 Willow Brook K5940873 B1901152 X01 CAL HIP 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Apr 5 11:36:46 2019 Page 1 ID:LBe2iBIjN7ljug 1 REfrAUPzb1 G4-atR7aa_6Mu1 AQ3rX86KSAss92de124Uki8nd?ozTIX? 4-0-134-7-13 8-0-4 I 11-11-12 I 15-4-3 1p-11-3 20-0-0 4-0-13 0-7-0 3-4-7 3-11-7 3-4-7 0-7-0 4-0-13 Scale=1:33.8 7 5x10 = 3 2x4 II 4x12 = 4x8 8.00 12 2 ►/ m M14 0° 15M311 16 174111. N 74-, II k, r: ,, It 18 12 19 11 20 10 21 9 22 4x12 4x12 ' 2x4 H 4x12 = 2x4 II 4x6 = \ 4-0-13 8-0-4 11-11-12 15-11-3 20-0-0 4-0-13 3-11-7 3-11-7 3-11-7 4-0-13 Plate Offsets(X,Y)-- [1:0-1-3,0-1-10],[2:0-5-3,0-1-2],[8:0-1-3,0-1-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.12 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) TCDL 7,0 Lumber DOL 1.15 BC 0.77 Vert(CT) -0.26 10-11 >900 180 - BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight:213 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc purlins,except BOT CHORD 2x6 DF No.2 2-0-0 oc purlins(4-11-13 max.):2-6. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=3998/0-5-8 (min.0-2-2),8=3971/0-5-8 (min.0-2-2) Max Horz 1=104(LC 5) Max Uplift 1=-1348(LC 8),8=-1339(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-6293/2200,2-13=-7406/2729,13-14=-7406/2729,4-14=-7406/2729, 4-15=-7406/2729,5-15=-7406/2729,5-16=-4947/1825,16-17=-4947/1825, 6-17=-4947/1825,6-8=-6279/2187 BOT CHORD 1-18=-1818/5121,12-18=-1818/5121,12-19=-1807/5050,11-19=-1807/5050, 11-20=-2662/7407,10-20=-2662/7407,10-21=-2662/7407,9-21=-2662/7407, 9-22=-1750/5110,8-22=-1750/5110 WEBS 2-12=-223/1338,2-11=-1158/2924,4-11=-499/485,5-10=-198/1232,5-9=-3013/1206, 6-9=-859/3066 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. ��R *t2v PRQ t.-_ Webs connected as follows:2x4-1 row at 0-9-0 oc. Oin 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 CO t tyt I N j"$• /6 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. c'.1 �. 'T 3 MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate ' 787::PE r' grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 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. CO 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 +� OREGON oC will fit between the bottom chord and any other members. �r ti 8)A plate rating reduction of 20%has been applied for the green lumber members. t% 4- 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1348 lb uplift at joint 1 and 1339 lb uplift vO/Sf eER �C� at joint 8. V L" G NO 10)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE:06-30-2019 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 April 5,2019 1-11-4 from the left end to 17-11-4 to connect truss(es)to front face of bottom chord. wntnrueu un pdye c -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeke 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 PLH-Lot 1 Willow Brook K5940873 B1901152 X01 CAL HIP n L Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Apr 5 11:36:47 2019 Page 2 ID:LBe2iBIjN7Ijug1 REfrAUPzb1 G4-23?Vow?k7C912DQjiprhj4PKo0_nXkuxnXAYEzTIX_ NOTES- 13)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 17-11-4 to connect truss(es)to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)299 lb down and 333 lb up at 4-8-6,163 lb down and 167 lb up at 6-0-12,220 lb down and 216 lb up at 8-0-12,258 lb down and 236 lb up at 10-0-0,220 lb down and 216 lb up at 11-11-4,and 163 lb down and 167 lb up at 13-11-4, and 299 lb down and 333 lb up at 15-3-10 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:1-2=-64,2-3=-64,2-6=-64,6-7=-64,6-8=-64,1-8=-20 Concentrated Loads(Ib) Vert:12=-594(F=-570,B=-24)11=-594(F=-570,B=-24)4=-108 10=-590(F=-565,B=-24)9=-590(F=-565,B=-24)5=-108 13=-196 14=-77 15=-170 16=-77 17=-196 18=-599(F=-570,B=-29)19=-594(F=-570,B=-24)20=-594(F=-570,B=-24)21=-590(F=-565,B=-24)22=-595(F=-565,B=-29) 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 iw iTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/11,11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety PLATE LOCATION AND ORIENTATION Notes 6-4-8 1 3/4' Center plate on joint unless x,y dimensions shown in ft-in-sixteenths Failure to Foillow Could Cause Property offsets are indicated. ( (Drawings not to scale) Damage or Personal Injury Iji Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss • and fully embed teeth. 1 2 3 1. Additional stabilty bracing for truss system,e.g. TOP CHORDS diagonal or X-b/acing,is always required. See BCSI. 0'1/16" C1-2 c2-3 2. Truss bracing must be designed by an engineer.For %rt wide truss spaolig,individual lateral braces themselves _ p may require lbraving,or alternative Tor I O p bracing should I considered. tY 1.1.1Rilior V 3. Never exceed the design loading shown and never a U stack materials en inadequately braced trusses. lik\IIIIIIP_All p 4. Provide copies Of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 I— designer,erectii n supervisor,property owner and plates 0- '',e'from outside BOTTOM CHORDS all other interesllkd parties. edge of truss. 8 7 6 5 5. Cut members tabear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed'fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumed trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environmenrin accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwisk noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a norlltstructural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of buss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for deadfload 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,eilual to or better than that nIndicated 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 mus�be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords rgquire lateral bracing at 10 ft.spacing, BEARING or less,if no ceillOg is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or altar truss member orprior plate without (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■10 reaction section indicates joint — number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM in ft 18.Use of green orated lumber may e environmental,hiOalth or performance�sksse .Consult l with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)t�ef re use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient BCSI: Building Component Safety Information, F,4I IT k") 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015