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Plans 141512oI9- 00 ns i 141 SW cjabr d sf MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 1809966 1809966 PLH-Lot 10 Willow Brook The truss drawing(s)referenced below have been prepared by MiTek USA, Inc.under my direct supervision based on the parameters provided by Builders FirstSource(Beaverton,OR). Pages or sheets covered by this seal: K6181987 thru K6182051 My license renewal date for the state of Oregon is December 31,2019. PRopt ss 74401 NEF9 /0�9� 89200PE 9 A_ REGONIx , / '9k 14 2-°\ p�- 4RR1t-'- • May 30,2019 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. a ' Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6181987 1809966 A01 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:43 2019 Page 1 I D:4SC rahJvW bQKkHC PgpbaEizBMD3-vYH_Tf2JAd6eJSXzl Ln04?sH EED8OkZ_xu ltftzBJzo 34-7-8 1143-61 4-11-9 sii-Q 8-10-15 10-1-7 14-11-15 20-0-0 24ss 27-z-1a 29-8-6 I 34-1-1 343111I1 40-0-0 41-0.9 1-0-0 4-11-9 0.6-1$ 3-4-7 1-2-8 4-10-8 5-0-1 4-9-5 2S9 2-5-9 4-4-11 42'-�10 5-4-8 1-0- 0.3-13 Scale=1:71.0 5x6 i 6 5x8 = 6.00 12 4rSiiiii44.238 5x8 = 2x4 II 5x8 = 3x4 = 5x107_ 20 8 21 22 9 23 10 24 25 1 11.2040110111111111.1111111111.< �� 1213 e r: -- .. nn nn nn --nn nn on nn— nn nn Irb . 4x6 = 19 18 17 16 = 26 27 28 15 29 30 31 32 14 33 34 4x6 = • 3x8 = 3x4 = 2x4 II 8x12 — LUS24 LUS24 LUS244x6 = LUS24 LUS24 4x4 = LUS24 LUS24 LUS24 LUS24 5-6-8 10-1-7 14-11-15 19-6-0 201-010 27-2-14 1 34-7-8 40-0-0 I 5-6-8 4-6-15 4-10-8 4-6-1 0-6-0 7-2-14 7-4-10 5-4-8 Plate Offsets(X,V)— [7:0-6-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.08 14-15 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.23 2-19 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.06 12 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:218 lb FT=20% BCDL 10.0 9 LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins,except 1-4,11-13:2x6 DF No.2 2-0-0 oc purlins(3-9-14 max.):7-11,4-5,5-7. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-16:2x4 DF No.18Btr G WEBS 1 Row at midpt 9-16 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=689/0-5-8,12=1350/0-5-8,16=3149/0-5-8 Max Horz 2=-107(LC 15) Max Uplift 2=-266(LC 59),12=-489(LC 11),16=-1133(LC 11) Max Gray 2=1084(LC 34),12=1573(LC 42),16=3422(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1422/408,3-4=-963/331,7-8=-408/1642,8-9=-408/1642,9-10=-1808/662, 10-11=-2198/859,11-12=-2629/897,4-5=-796/330,5-7=-832/348 BOT CHORD 2-19=-356/1176,18-19=-215/761,17-18=-423/687,16-17=-421/690,15-16=-509/1034, 14-15=-879/2332,12-14=-717/2241 WEBS 7-16=-1916/344,8-16=-678/292,11-14=0/522,5-18=-396/155,7-18=-209/682, 3-19=-475/205,5-19=-117/467,9-16=-2902/1048,9-15=-223/1231,10-15=-836/486, 10-14=-346/377 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; <C (.9.0 P R()Fess MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 GIN / 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 \� AGN GINE - Qy 3)Unbalanced snow loads have been considered for this design. 4Lr -p 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 89200 F E non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (low � 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 IP will fit between the bottom chord and any other members. -y OREGON kr 8)A plate rating reduction of 20%has been applied for the green lumber members. G 1� ,` 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /o k 14 2� '� 2=266,12=489,16=1133. I �Q` 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FR R�,-L 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 21-11-4 from the left end to 37-11-4 to connect truss(es)to front face of bottom chord. EXPIRES: 12-31-2019 12)Fill all nail holes where hanger is in contact with lumber. May 30,2019 t Continued on Daae 2 / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 WI 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 Qualify 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 1809966 PLH-Lot 10 Willow Brook K6181987 ' 1809966 A01 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:43 2019 Page 2 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-vYH_Tf2JAd6eJSXzI LnO4?5HEED8OkZ_xultftzBJzo NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)184 lb down and 181 lb up at 21-11-4,184 lb down and 180 lb up at 23-11-4,186 Ib down and 178 lb up at 27-11-4,210 Ib down and 177 lb up at 29-11-4,and 226 Ib down and 172 lb up at 31-11-4,and 430 lb down and 375 Ib up at 34-3-11 on top chord,and 359 lb down and 265 lb up at 20-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,7-11=-64,11-13=-64,2-12=-20,4-5=-64,5-6=-64,5-7=-64 Concentrated Loads(Ib) Vert:11=-331 16=-359 10=-142 21=-114 22=-114 23=-116 25=-161 26=-37(F)27=-37(F)28=-37(F)29=-37(F)30=-37(F)31=-37(F)32=-37(F)33=-37(F)34=-39(F) • 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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-8.9 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 1809966 PLH-Lot 10 Willow Brook K6181988 1809966 A02 CAL HIP 1 1 Job Reference(optional) ' ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:45 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-rxOkuL4ai EMMYmhLPmgs9Qyd71 wdsgtHOCE_klzBJzm 9-11-12 32-5-8 I1-0.Q 7-6-8 7+5 13-9-0 l 20-0-0 I 28-4-8 32-1-1 32- 11 38-2-13 I 40-0-0 41-0-0� 1-0.0 7-6-8 0.1-3 3-9-8 6-2-12 6-4-8 5-8-9 0. 395 3-9-3 1-0-0 2-3-7 0-1-13 Scale=1:71.3 4x8 = i 5x8 \\ 22 4 3x8 = 5x12 MT18HS // 6.00 12 5x6 2x4 II 3x6 = 4x8 = i 3 6 7 9 21 ti Qr- cm ra w 6a f cm sa 6a ca I,. mob 20 5iiiiiiiiiiiiiiisi4H.* 26 27 • 19 0 41114%44111 .. v 1 2 18 11 12 Yo 4x6 = 17 16 15 14 13 4x6 = 2x4 II 3x4 = 5x10 = 3x4 = 2x4 II 7-6-8I 13-9-4 l 19-6-0 20x0r0 26-4-8 32-5-8 40-0-0 7-6-8 6-2-12 5-8-12 0=6-0 6-4-8 6-1-0 7-6-8 Plate Offsets(X,Y)— [4:0-0-0,0-0-0],[6:0-3-9,0-1-8],[9:0-3-9,0-2-0],[15:0-4-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.10 11-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.23 11-13 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.06 11 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:204 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 3-6-12 oc purlins, 1-4,10-12:2x6 DF No.2 except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(5-9-15 max.):3-10,4-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-15,9-15 REACTIONS. (lb/size) 11=914/0-5-8,15=2568/0-5-8,2=743/0-5-8 Max Horz 2=-108(LC 13) Max Uplift 11=-299(LC 13),15=-787(LC 13),2=-216(LC 59) Max Gray 11=1237(LC 34),15=2851(LC 33),2=974(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1329/353,3-5=-479/304,5-6=-476/289,6-7=-136/791,7-9=-136/791, 9-10=-914/330,10-11=-1566/387 BOT CHORD 2-17=-221/1088,16-17=-224/1081,15-16=-99/486,14-15=-199/914,13-14=-233/1215, 11-13=-231/1222 WEBS 3-17=0/286,10-13=0/285,7-15=-1031/472,6-15=-1364/385,6-16=-39/556, 3-16=-866/221,9-15=-1968/523,9-14=0/354,10-14=-445/120 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 4-3-14,Exterior(2)4-3-14 to 12-11-8, Interior(1)12-11-8 to 26-4-8,Exterior(2)26-4-8 to 41-0-0 zone;cantilever left and right exposed;end vertical left and right C E0 PROF exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 7,e<CGI� �stS'2)TCLL:ASCE 7-10;Pf 25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 <NNEL-- /a3)Unbalanced snow loads have been considered for this design. 1 T .y4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs � -pnonconcurrent with other live loads. ' :9200P f 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -� •( • 8)*This truss has been designed for a live load of 20.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. 74. OREGON �� 9)A plate rating reduction of 20%has been applied for the green lumber members. L '2j ,�C 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /Q Al k 14, Z0 �- 11=299,15=787,2=216. 7►! t� ��' 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Vl�r7 R I L` 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)350 lb down and 273 lb up at 20-0-0,134 lb down and 144 lb up at 21-11-4,143 lb down and 144 lb up at 23-114,195 lb down and 140 lb up at 27-114,and EXPIRES: 12-31-2019 113 lb down and 98 lb up at 29-114,and 220 lb down and 259 lb up at 32-3-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. May 30,2019 f i_Uitgalitilar.d. WIN A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rov.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 buUding 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 1809966 PLH-Lot 10 Willow Brook K6181988 1809966 A02 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:45 2019 Page 2 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-rxOkuL4aiEMMYmhLPmgs9Qyd71 wdsgtHOCE_klzBJzm LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,5-10=-64,10-12=-64,2-11=-20,4-5=-64 Concentrated Loads(lb) Vert:10=-121 7=-315 24=-64 25=-73 26=-125 27=-48 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 quality Criteria,DSB-89 and 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 1809966 PLH-Lot 10 Willow Brook K6181989 1809966 A03 CAL HIP 1 1 Job Reference(optional) ` ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:47 2019 Page 1 I D:4SC rahJvWbQKkHC PgpbaEizBMD3-nJ W UJ 15q Esd3n3rkXBsLEr1 zErbU Kasas Wj4oezBJzk 9-10-15 32-5-8 I1-0-01 7-6-8 7-9-5 i 13-9-4 20-0-0 26-4-8 30-1-1 132-3-11 ii 36-2-13 i 40-0-0 441-0-0 7-0.0 7-6-8 0.11-3 3-10-5 6-2-12 6d-8 3-8-9 2-2-10 3-9-5 3-9-3 1-0-0' 2-2-10 0-1-13 Scale=1:71.3 5x8 \\ 10 6.00 12 4 4x8 = 2x4 H 3x6 = 4x8 = 5x8 // 3 5 6 8 . .. . .. .. .. .. . . 19 20 21 2 � 25 26 27 18 28 m 0 4 t 2 1112 00, 8 I� a 456 = 17 16 •15 14 13 4x6 = 2x4 II 3x4 = 5x12 3x4 = 2x4 II 7-6-8 13-9-4 19-6-0 20-0,0 26-4-8 i 32-5-8 40-0-0 7-6-8 6-2-12 5-8-12 0-6-b 6-4-8 6-1-0 7-6-8 Plate Offsets(X,Y)— [5:0-3-9,0-2-0],[8:0-3-9,0-2-0],[15:0-6-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.09 11-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.41 Vert(CT) -0.21 11-13 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.07 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:204 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins, 7-9,3-7:2x4 DF No.1&Btr G except BOT CHORD 2x4 DF No.t&Btr G 2-0-0 oc purlins(6-0-0 max.):3-9. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 9-9-4 oc bracing. WEBS 1 Row at midpt 5-15,8-15 REACTIONS. (lb/size) 11=885/05-8,15=2176/0-5-8,2=823/0-5-8 Max Horz 2=-106(LC 17) Max Uplift 11=-291(LC 13),15=-578(LC 9),2=-274(LC 52) Max Gray 11=1270(LC 31),15=2904(LC 30),2=1225(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1601/639,3-5=-750/481,5-6=-232/980,6-8=-232/980,8-9=-793/480, 9-11=-1701/632 BOT CHORD 2-17=-465/1270,16-17=-469/1263,15-16=-211/750,14-15=-150/793,13-14=-462/1353, 11-13=-459/1360 WEBS 3-17=0/288,9-13=0/283,6-15=-687/231,5-15=-2015/808,5-16=-180/571, 3-16=-901/488,8-15=-2053/824,8-14=-177/569,9-14=-882/475 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)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 4-3-1,Exterior(2)4-3-1 to 13-4-3, n Interior(1)13-4-3 to 26-4-8,Exterior(2)26-4-8 to 35-8-15,Interior(1)35-8-15 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone;cantilever ��U PR QFF S left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber �re. ,„,,,,. .,Cs DOL=1.60 plate grip DOL=1.60 9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 /fj3)Unbalanced snow loads have been considered for this design. 4G -94)This truss has been designed for greater of min roof live Ioad of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 200 P E f non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. ...fie" � 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - •. '.r 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 will fit between the bottom chord and any other members. In OREGON (V/ 8)A plate rating reduction of 20%has been applied for the green lumber members. 4. 4 �� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) <O '9 r 1 4 2.0 '� 11=291,15=578,2=274. v� 10)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �R RIO- 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)199 lb down and 225 lb up at 30-0-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. EXPIRES: 12-31-2019 LOAD CASE(S) Standard May 30,2019 Continued an oaae 2 h A WARNING-Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.1W03/2015 BEFORE USE. MI, 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 Niel(' 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,D.SB-89 and BCSI Building Component 250 Klug Circle Safetylnfonnation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6181989 1809966 A03 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:48 2019 Page 2 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-FW4tXM6S?91wPDQw4u Nan3a8_Fxj316j5ASeL4zBJzj LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,3-9=-64,9-10=-64,9-12=-64,2-11=-20 Concentrated Loads(Ib) Vert:26=-121 • 1 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wel(' 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?P11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety/nfomation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6181990 1809966 A04 CAL HIP 1 1 Job Reference(optional) ' ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:50 2019 Page 1 .D.p ID:4SCrahJvWbQKkHCPgpbaEizBB5M803-BuCdy27iXn?efXZJCJP2sUfSm2ezXwHOYU4xkpPzzBJzh 0 11-0 I-0 5-5-12 I 5-8-7 10J01�5 5-1-13 5-110-91-4 1 5-128--13-1 20-k-�7 6-012 5-5-124 - 1-o-o Scale=1:72.6 5x6 - 5x6 = 4 5 3x6 = 5x6 = 9 25� 26 27 28 �7 29 31 :32 5x8 i 6.00 12 5x8 24 10 3`/ 23 b 22 35 01111 Or *- \/\IIIII\" 1—7, I a c? 2 1112 20 19 36 37 18 - 16 38 15 39 d o 4x6 = 21 •17 14 13 4x6 = 4x12 = 4x4 = 4x12 II 4x8 = 4x12 = 2x4 Il 4x8 4x8 II 4x8 II 4x8 II 20-0-0 5-5-12 11-2-4 148-8 18-7-8 19-6-q 28-5-8 346.4 4--0 5-5-12 5-8-7 3-85 3-11-0 Otto-9 8-5-8 6-0-12 I 5612 I 0-6-0 Plate Offsets(X,Y)— [3:0-4-0,0-1-12],[8:0-2-10,0-2-8],[10:0-2-8,0-1-12],[16:0-3-1,0-1-1],[17:0-7-12,0-2-0],[18:0-3-5,0-1-1],[19:0-35,0-0-12],[20:0-3-3,0-1-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.07 2-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.23 2-21 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.03 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:227 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 5-3-11 oc purlins, 1-3,10-12:2x6 OF No.2 except BOT CHORD 2x6 DF No.2*Except* 2-0-0 oc purlins(5-5-7 max.):4-8. 11-15,16-20:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std G 6-0-0 oc bracing:17-21. WEBS 1 Row at midpt 7-17 REACTIONS. (lb/size) 2=726/0-5-8,17=2978/0-5-8,11=965/0-5-8 Max Horz 2=132(LC 16) Max Uplift 2=-224(LC 52),17=-702(LC 9),11=-328(LC 13) Max Gray 2=1106(LC 31),17=3212(LC 31),11=1373(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1488/457,3-4=-728/289,4-6=-514/390,6-7=-138/924,7-8=-1000/422, 8-10=-1260/406,10-11=-2103/525 BOT CHORD 2-21=-372/1258,17-21=-332/213,14-17=-295/302,13-14=-381/1755,11-13=-384/1750 WEBS 3-21=-860/342,6-21=-252/1111,6-17=-1384/510,7-17=-2201/650,7-14=-232/1128, 8-14=-281/182,10-14=-930/294 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 6-3-1,Exterior(2)6-3-1 to 17-0-12, Interior(1)17-0-12 to 22-9-10,Exterior(2)22-9-10 to 33-8-15,Interior(,)33-8-15 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone; \3,0 PR OFc cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Cs Lumber DOL=1.60 plate grip DOL=1.60 �C.;<("� N(jI�IE�c9 s/0 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �? ?i 3)Unbalanced snow loads have been considered for this design. �� :92 i OP -9C,, 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. `/. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (� 7)*This truss has been designed for a 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. OREGON 40 8)A plate rating reduction of 20%has been applied for the green lumber members. �fl 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 71 ,4_, ° 14, 2-' �"- 2=224,17=702,11=328. 10)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MFR RIO- 11) I -- 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)282 lb down and 208 lb up at 20-0-0,276 lb down and 178 lb up at 21-11-4,301 lb down and 174 lb up at 23-11-4,and 221 lb down and 139 lb up at 25-114, EXPIRES: 12-31-2019 and 417 lb down and 319 lb up at 28-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others.�y� �(2 May 30,2019 �Q� 1 LViU4iSS*Jlanuaru -� I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.19-03/2015 BEFORE USE. wit 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/7P1 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 1809966 PLH-Lot 10 Willow Brook K6181990 1809966 A04 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:50 2019 Page 2 I D:4SCrahJvW bQKkHC PgpbaEizBMD3-BuCdy27iXn?efXZJCJ P2sUfS m2ezXwHOYUxkPzzBJzh LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-8=-64,8-9=-64,8-12=-64,2-11=-20 Concentrated Loads(Ib) Vert:27=-212 28=-206 30=-231 31=-155 32=-324 4 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding 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 bradng 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 1809966 PLH-Lot 10 Willow Brook K6181991 1809966 A05 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:53 2019 Page 1 I D:4SCrah JvW bQKkHC PgpbaEizBMD3-cTtm a4Abpi N D W_IutRzI U6HyNGfHkGsS ESAP0IzBJze I1-0-0I 5-5-12 11-2-4 113-10-15 I 17-0-12 22-11-4 I 26-1-1 I 2e-9-13 I 34-64 40-0-0 4�1-0-9 1-0-0 5-5-12 5-8-7 2-8-12 3-1-13 5-10-9 3-1-13 2-8-12 5-8-7 5-5-12 1-0-0 Scale=1:72.6 5x6 i 5 9 5x8 4 4x6 = 4x6 = rsa ca .- � rsa - as 6a 4,,,...5x6 ----- 30 31 .r 323334 35 8 366.00 112 5x8 3 10 m 29 t� 37 38 b 11 0 11 0 co 28 r r -- 10121 o ,1 0 0 21 20 19 39 40 18 17 16 41 1542 14 13 5x8 = 4x4 = 4x12 II 4x8 = 5x10 = 2x4 II 4x6 = 4x6 = 4x8 II 4x8 II 4x8 II 4x8 11 20-0-0 I 5-5-12 11-2-4 14-8-8 18-7-8 18-8-0 28-&13 I 3461 40-0-0 5-5-12 5-8-7 3-6-5 3-11-0 10- 8-9-13 5-8-7 5-5-12 0-6-0 Plate Offsets(X,Y)— [3:0-3-0,0-3-0],[10:0-3-0,0-3-0],[16:0-3-0,0-0-11],[17:0-8-0,0-2-0],[18:0-3-0,0-0-3],[19:0-3-3,0-0-6],[20:0-3-0,0-1-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.07 21-24 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.38 Vert(CT) -0.22 21-24 >999 180 TCDL 7.0 Rep Stress[nor YES WB 0.91 Horz(CT) 0.02 11 n/a n/a BCLL 0.0 * Code IBC20151TP12014 Matrix-AS Weight:234 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 1-3,10-12:2x6 DF No.2 2-0-0 oc purlins(2-2-0 max.):4-8. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. 11-15,16-20:2x4 DF No.1&Btr G WEBS 1 Row at midpt 7-17 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=795/0-5-8,17=2474/0-5-8,11=892/0-5-8 Max Horz 2=144(LC 12) Max Uplift 2=-250(LC 52),17=-594(LC 12),11=-305(LC 13) Max Gray 2=1210(LC31),17=2910(LC31),11=1298(LC31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1777/516,3-4=-1132/490,4-6=-895/750,6-7=-95/823,7-8=-1088/751, 8-10=-1304/491,10-11=-1980/471 BOT CHORD 2-21=-415/1541,13-14=-323/1684,11-13=-326/1679 WEBS 3-21=-710/265,4-21=-523/434,6-21=-507/1462,6-17=-1400/705,7-17=-1687/711, 7-14=-517/1518,8-14=-607/428,10-14=-695/228 NOTES- 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; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 8-3-1,Exterior(2)8-3-1 to 17-0-12, n Interior(1)17-0-12 to 22-11-4,Exterior(2)22-11-4 to 31-8-15,Interior(1)315-15 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone; n 0 PR Qp= s cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; <( S Lumber DOL=1.60 plate grip DOL=1.60 �Co tAG►NEkcR /0 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 �� 2 3)Unbalanced snow loads have been considered for this design. -9 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q z 9210 PPr f nonconcurrent with other live loads. //..,r1r�; 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. -E (' ----" 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q will fit between the bottom chord and any other members,with BCDL=10.Opsf. '� OREGON 44/ 8)A plate rating reduction of 20%has been applied for the green lumber members. L �� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /Q '44.- 14, 2-- 2=250,17=594,11=305. M/�' ` VP 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum \FIR 1 1..�^' sheetrock be applied directly to the bottom chord. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12-31-2019 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)402 lb down and 294 lb up at �jp�y2�6y-0-8po�n top chord. The design/selection of such connection device(s)is the responsibility of others. May 30,2019 I LUAUdSe �e mumu — A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MPI-7473 rev.10/03/2015 BEFORE USE. M �Q 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/IPI1 Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6181991 1809966 A05 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:53 2019 Page 2 ID:4SC rahJvW bQKkHC Pg pba EizBMD3-cTtm a4Abpi N D W_IutRzl U6HyNGfHkOsS ESAPO IzBJze LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase-1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-8=-64,8-9=-64,8-12=-64,22-25=-20 Concentrated Loads(Ib) Vert:35=-324 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 1809966 PLH-Lot 10 Willow Brook K6181992 1809966 A06 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:56 2019 Page 1 .p.p, ID:iI 4SCrahJvW1 bQKkHCPgpbaEizBMD3-02ZuC6CT6dIoNS 1 TYa WS61vWOTiExgsvwPO33ddzpBJzb 11-0.04 7-5-12 7-8-6 150J8-1-110-85 240.-1-1 0.0 4-11 1 0.8-122 7-8-7 7�2 1-0-01 Scale=1:71.9 8x8 i 9x12 MT18HS 2x4 II 8 4 5 32„33 34„ 6 rm 35337 �- 38 Ip _ N..... 5x12 MT18HS --=-0000•00000••••0110.°°°° 31 39 5x12 MT18HS 6.0012 .. ro It `, 40 Im 29 `, 41 28 42 2 p, 1 r § E g Igg�f l — 8 c. 11r?]1,1 • 21 20 19 18 43 17 '=16 15 44 14 13 12 0 0 2x4 II 4x8 II 5x16 II 8x12 II 3x6 = 2x4 II 4x6 = 4x6 = 4x4 = 4x8 II 4x8 II 4x8 = 15-2-3 14-11-9 20-0-0 7-5-12 14-4-8 1 18-7-8 1 6- 24-9-12 32-6-0 40-0-0 7-5-12 I 6-10-12 o-'-b' 3-5-5 0 10. 4-9-13 I 7-8-7 7-5-12 I 0-3-1 0-6-0 0-2-10 Plate Offsets(X,Y)— [3:0-5-4,0-1-12],[9:0-5-4,0-3-0],[15:0-3-4,0-1-2],[16:0-7-12,0-4-0],[17:0-3-2,0-0-4];[20:0-3-1,0-1-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.06 12-27 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.18 12-13 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.03 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:244 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G`Except` TOP CHORD Structural wood sheathing directly applied,except 1-3,9-11:2x6 DF No.2 2-0-0 oc purlins(10-0-0 max.):4-7. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. 10-14,15-20:2x4 DF No.1&Btr G WEBS 1 Row at midpt 4-16,7-16,9-13,3-19 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=663/0-5-8,16=2994/0-5-8,10=769/0-5-8 Max Horz 2=-169(LC 13) Max Uplift 2=-208(LC 52),16=-634(LC 12),10=-263(LC 13) Max Gray 2=924(LC 31),16=3747(LC 31),10=1034(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1281/296,3-4=-326/263,4-6=-15/941,6-7=-16/933,7-9=-531/319, 9-10=-1483/371 BOT CHORD 2-21=-289/1073,19-21=-286/1081,16-19=-240/275,13-16=-199/320,12-13=-219/1249, 10-12=-222/1242 WEBS 3-21=0/305,4-16=-1575/367,6-16=-820/260,7-16=-2025/440,7-13=-98/631, 9-13=-1226/358,9-12=0/316,4-19=-83/666,3-19=-1262/360 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 10-3-1,Exterior(2)10-3-1 to 29-8-15, � PR QF� Interior(1)29-8-15 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone;cantilever left and right exposed;end vertical left and right 151 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 (,,,..., j• N(}I NEF s/O 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 19 3)Unbalanced snow loads have been considered for this design. -Q 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Ct. 89200P E r- nonconcurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. sf 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -7 OREGON l(// will fit between the bottom chord and any other members,with BCDL=10.0psf. L/ /L. 9)A plate rating reduction of 20%has been applied for the green lumber members. }' 2• 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) O Aq 1 4' ��. 2=208,16=634,10=263. `ri R I I-.`' 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. EXPIRES: 12-31-2019 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 30,2019 Continued on Daae 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. i. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MI 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 ANSIITPI1 Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6181992 1809966 A06 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:56 2019 Page 2 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-02ZuC6CT6dIoNS1 TYa WS6lvWOTiExgsvwPO3ddzBJzb NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)324 lb down and 173 lb up at 20-0-0,and 244 lb down and 139 lb up at 21-11-4,and 527 lb down and 310 lb up at 24-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-7=-64,7-8=-64,7-11=-64,22-25=-20 Concentrated Loads(Ib) Vert:6=-254 35=-177 38=-436 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi Tel(' 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 1809966 PLH-Lot 10 Willow Brook K6181993 1809966 A07 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:40:59 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-RdE1 g7EMPY7MEwI1 Ei49jNX1 tgjy8ODLcNdjExzBJzY 11-0-0 7-5-12 7-5-12 7-8-6 14 0.5 4-1-1i 24-4-1,11 09112 72-6-4 -8-7 74 -0 5-12 411-0-0 1-0-0 Scale=1:71.9 8Special 5x12 = 5 2x4 II 6x8 = 4 / 6 7 . 64 37 32 4133 34 6 35 36 5x12 MT18HS i 31 38 6.00 12 30 39 8x12 3• 9 111111' 0 m Y9 40 illifr. 28 41 1 2 - faf. rr� == 1p�:oo m r V li Y ff loI�] 21 20 19 18 42 17 X16 15 43 14 13 12 4x8 II 5x16 II 8x12 II 3x6 = 2x4 II 4x6 = 2x4 II 4x6 = 4x4 = 4x8 II 4x8 II 4x8 = 15-2-3 14-11-9 20-0-0 7-5-12 1448 1 18-75 1 6 24-9-12 32-6-4 40-0-0 7-5-12 6 10.12 Ok bl 3 55 d 10-d 4-9-13 7-e 7 7-5-12 I 0-3-1 0-6-0 0-2-10 Plate Offsets(X,Y)— [3:0-5-12,0-1-12],[4:0-6-10,0-1-5],[7:0-3-9,0-2-3],[15:0-3-3,0-1-5],[16:0-8-0,0-4-0],[17:0-3-1,0-0-8],[20:0-3-1,0-1-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.06 12-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.18 1 2-1 3 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Ina YES WB 0.72 Horz(CT) 0.04 10 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:250 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 1-3,9-11:2x6 DF No.2 2-0-0 oc purlins(10-0-0 max.):4-7. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. 10-14,15-20:2x4 DF No.1&Btr G WEBS 1 Row at midpt 4-16,7-16,9-13,3-19 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=689/0-5-8,16=2728/0-5-8,10=723/0-5-8 Max Horz 2=-188(LC 13) Max Uplift 2=-201(LC 52),16=-525(LC 12),10=-244(LC 13) Max Gray 2=898(LC 31),16=3854(LC 31),10=931(LC31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1292/277,3-4=-429/218,4-6=0/937,6-7=0/927,7-9=-466/207,9-10=-1342/327 BOT CHORD 2-21=-291/1104,19-21=-288/1112,16-19=-178/272,13-16=-103/292,12-13=-179/1144, 10-12=-182/1138 WEBS 3-21=0/305,4-16=-1830/545,6-16=-777/347,7-16=-1968/570,7-13=-85/587, 9-13=-1138/335,9-12=0/317,4-19=-77/620,3-19=-1149/344 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)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 12-3-1,Exterior(2)12-3-1 to 27-8-15, Interior(1)27-8-15 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone;cantilever left and right exposed;end vertical left and right \NEO P R OFF exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 cS 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �Co� NG t N E*R s/O 3)Unbalanced snow loads have been considered for this design. 1- 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� •8200 P -9t' non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -� � � , 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Q A-OREGON ,Q"9)A plate rating reduction of 20%has been applied for the green lumber members. L 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) /0 -it), 1 4 `.0 t, 2=201,16=525,10=244. MFR R'�� `0 C 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 12)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12-31-2019 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)364 lb down and 172 lb up at 22-0-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. May 30,2019 OdikliflJieptOARICASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1rew A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE AM-7473 rev.10/0312015 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 Milek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6181993 1809966 A07 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:00 2019 Page 2 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-vgoP2TF_ArFDr3KEnPbOGb3Cd43BtTTUr1 MGmOzBJzX LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-7=-64,7-8=-64,7-11=-64,22-25=-20 Concentrated Loads(Ib) Vert:35=-325(F) 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7173 we 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 end 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 1809966 PLH-Lot 10 Willow Brook K6181994 1809966 A08 DBL.FINK 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:01 2019 Page 1 I D:4SCrehJvW bQKkHC PgpbaEizBMD3-NO MnFpGcx9O4TDvQL76dpocPH U F7cyie4h6q lgzBJzW -0- 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 41I-0-0 -0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 7-0 5x6 = Scale=1:75.3 Special 5 r 3x4 i 26 27 3x4 4 25 286 • 5x6 i 6.00 'T - \)Ilip 3 7 24 29 \, 1:=32 41 � 110>— t Lb.b :' f 8 gid Id 17 16 30 15 31 14 13 12 11 32 33 10 -• 4x4 = 4x6 = 9x16 MT18HS 5x10 WB= 3x4 = 4x6 = 4x6 = 5x8 II 8x8 II 6x8 II 5x8 II 10-0-0 14-8-8 18-7-8 20-0-0I 30-0-0 40-0-0 1 10-0-0 4-8-8 3-11-0 -4-8 10-0-0 10-0-0 Plate Offsets(X,Y)- [3:0-3-0,0-3-0],[7:0-3-0,0-3-0],[8:0-0-13,Edge],[12:0-4-0,0-0-13],[13:0-9-8,0-2-9],[14:0-4-0,0-0-2],[15:0-4-0,0-0-11],[16:0-4-0,0-1-3] 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 0.55 Vert(LL) -0.36 13-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.90 Vert(CT) -0.79 13-17 >611 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.23 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:236 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied. 3-5,5-7:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF No.2*Except* WEBS 1 Row at midpt 6-13,4-13 8-11:2x4 DF No.1&Btr G,12-16:2x6 DF 2400F 2.0E WEBS 2x4 DF Std G OTHERS 2x4 DF Std G REACTIONS. (lb/size) 2=1907/0-5-8,8=1907/0-5-8 Max Horz 2=-205(LC 13) Max Uplift 2=-452(LC 12),8=-452(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3488/838,3-4=-3215/794,4-5=-2396/699,5-6=-2396/699,6-7=-3101/773, 7-8=-3378/814 BOT CHORD 2-17=-830/3059,13-17=-585/2577,10-13=-438/2531,8-10=-605/2955 WEBS 5-13=-273/1347,6-13=-802/388,6-10=-94/423,7-10=-370/286,4-13=-860/388, 4-17=-94/486,3-17=-368/285 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone;cantilever left and right exposed;end vertical left and right �E0 P R QFt- s exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 (, cs 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �C ‘AG 1 N EFR /q 3)Unbalanced snow loads have been considered for this design. /L 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs C� 89200 R E 91' non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. ielfrie �, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. p OREGON ((// 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4. w/� �0N� � � 2=452,8=452. Q - 14 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum co. sheetrock be applied directly to the bottom chord. R �- 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)325 lb down and 192 lb up at 20-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. EXPIRES: 12-31-2019 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). May 30,2019 jaMakapandard I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. NI` 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT ek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPI1 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 1809966 PLH-Lot 10 Willow Brook K6181994 1809966 A08 DBL.FINK 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:01 2019 Page 2 I D:4SC ra h JvW bQKkHC PgpbaEizBMD3-NO Mn FpGcx904TDvQL76dpocPH U F7cyie4h 6q IgzBJzW LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-9=-64,18-21=-20 Concentrated Loads(Ib) Vert:5=-325(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT eke is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 1809966 PLH-Lot 10 Willow Brook K6181995 1809966 A09 DBL.FINK 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:03 2019 Page 1 I D:4SCrahJvWbQKkHC PgpbaEizBMD3-JO UYg VHsTmeoiX3pTY85u Dh m U I_64sCxX?bxNjzBJzU -0 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 41-0- -0-0 6-8-0 6-8-0 6-8-0 6-8-0 I 6-8-0 I 6-8-0 T-0 5x6 = Scale=1:75.3 5 r_j 3s4 i26 27 3x4 4 25 28 6 5x6 i 6.00 12 5x6 3 7 r \/4111411111044404219000406.444 2412 /141\ zu 6 •' .. 28 91.'16 17 16 30 15 31 1413 12 11 32 33 10 4x4 = 4x6 = 9x16 MT18HS 5x10 WB= 3x4 = 4x6 = 4x6 = 5x8 II 8x8 II 6x8 II 5x8 II 10-0-0 14-8-8 18-7-8 20-0-01 30-0-0 40-0-0 10-0-0 4-8-8 3-11-0 114-8 10-0-0 10-0-0 Plate Offsets(X,Y)— [3:0-3-0,0-3-0],[7:0-3-0,0-3-0],[8:0-0-13,Edge],[12:04-0,0-0-13],[13:0-9-8,0-2-9],[14:0-4-0,0-0-2],[15:04-0,0-0-11],[16:04-0,0-1-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.30 13-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.71 13-17 >676 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.20 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:236 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied. 3-5,5-7:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF No.2`Except` WEBS 1 Row at midpt 6-13,4-13 8-11:2x4 DF No.1&Btr G,12-16:2x6 DF 2400F 2.0E WEBS 2x4 DF Std G OTHERS 2x4 DF Std G REACTIONS. (lb/size) 2=1744/0-5-8,8=1744/0-5-8 Max Horz 2=-205(LC 13) Max Uplift 2=-397(LC 12),8=-397(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3135/741,3-4=-2859/695,4-5=-2031/598,5-6=-2031/598,6-7=-2758/678, 7-8=-3039/721 BOT CHORD 2-17=-724/2746,13-17=477/2254,10-13=-350/2214,8-10=-509/2655 WEBS 5-13=-273/1345,6-13=-815/385,6-10=-88/425,7-10=-380/283,4-13=-865/387, 4-17=-92/492,3-17=-377/283 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)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, n Interior(1)24-0-0 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone;cantilever left and right exposed;end vertical left and right �Ep PR 0F6- S exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `, Cs 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �Co �NGI N4.- 1/ 3)Unbalanced snow loads have been considered for this design. F /fj 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� 99200 R E 9i' non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /ice 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. Q OREGON `4" 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) G 2.° �� 2=397,8=397. 20 '9 r 1 4 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Mr ejP sheetrock be applied directly to the bottom chord. ti jR R `,- EXPIRES: 12-31-2019 May 30,2019 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. El 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 ANSUTP11 Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle SafetyInformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6181996 1809966 A10 Common 5 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:04 2019 Page 1 I D:4SCrahJvW bQKkHC PgpbaEizBMD3-n b2wurlV E4mfKh a?0 FgKOREs Ih KXp Ko4mfKUv9zBJzT 1-0-q l 6-8-0 13-4-0 I 20-0-0 26-8-0 33-4-0 40-0-0 41-0-(0 1-0-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 1-O-O Scale=1:69.7 5x6 = 5 rn 15 16 3x4 i 17 3x4 4 14 6 \ ' 5x6 i.i\ ' • 6.00 12 5x6 3 7 1 18 01 2 8 g 21 -: ICA, IT 0 4x6= 12 19 20 11 21 22 10 4x6 = 3x4 = 3x4 = 5x10 = 10-0-0 20-0-0 30-0-0 40-0-0 _ 10-0-0 I 10-0-0 l 10-0-0 10-0-0 Plate Offsets(X,Y)— [3:0-3-0,0-3-0],[7:0-3-0,0-3-0],[11:0-5-0,0-3-0] 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 0.82 Vert(LL) -0.29 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.68 11-12 >699 180 TCDL 7.0 Rep Stress Ina YES WB 0.57 Horz(CT) 0.17 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:206 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 OF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5,5-7:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-0-8 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1739/0-5-8,8=1739/0-5-8 Max Horz 2=205(LC 12) Max Uplift 2=-399(LC 12),8=-399(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3003/694,3-4=-2728/659,4-5=-1925/582,5-6=-1925/582,6-7=-2728/659, 7-8=-3003/694 BOT CHORD 2-12=-688/2587,11-12=-455/2141,10-11=-344/2141,8-10=-489/2587 WEBS 5-11=-302/1297,6-11=-886/392,6-10=-79/506,7-10=-328/274,4-11=-886/392, 4-12=-79/506,3-12=-328/274 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 � *d PR OFF 3)Unbalanced snow loads have been considered for this design. \��iN��N��C�_ci 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Co T non-concurrent with other live loads. �? .- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -/ �92OOP E -9 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=10.0psf. / 7)A plate rating reduction of 20%has been applied for the green lumber members. Allri/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) -/•�� : 2=399,8=399. - ,,i,,OREGON�� tv� �4 �` 14, 2- $ 'yRRtl-N- `?' EXPIRES: 12-31-2019 May 30,2019 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN 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 iwikek" 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/Q.11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Wilbw Brook K6181997 1809966 All CAL HIP 1 1 Job Reference(optional) - Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 a Apr 19 2019 Print 8.240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 09:58:20 2019 Page 1 ID:4SC rahJvWbQKkHC PgpbaEizBMD3-g MZD7ytyErLZZpO DW BTBz98wfJwtYtDZ?rIJ G6zBJj H -0-1 -3 4-11-14 I 9-11-11 15-2-3 15-1I10-1I15 20-0-0 124-1-1 24rr9-13 30-0-5 I 35-0-2 I 40-0-0 411-0-Q -0- 4-11-14 4-11-14 5-2-7 0-8-13 4-1-1 4-1-1 0-8-13 5-2-7 4-11-14 4-11-14 7 0-p' Scale=1:72.3 5x10 = 6 9 3x8 = 5x8 = 5 7 33 rsa 'sa 36 . 34 35 3x4 -- 32 37 3x4 C 4 10 31 38 izz/z/z/zz, 6.00 12 5x6 i 5x6 n 0 3 t1 . 29 30 0... �j. 39 40 1 2 I ' 0 9 /\ 12 m � ::� � ':_ 0]d, �� 22 21 20 19 41 18 42 1716 15 14 4x6 = 4x8 = 2x4 II 8x12 II 4x4 = 4x12 = 4x12 = 5x12 H 8x8 II 8x8 = 8x8 = 7-5-12 15-2-3 20-0-0 24-9-13 32-6-4 I 40-0-0 7-5-12 7-8-6 4-9-13 4-9-13 7-8-6 7-5-12 Plate Offsets(X,Y)- [2:1-0-0,0-1-10],[3:0-3-0,0-1-12],[5:0-5-7,0-1-11],[8:0-3-13,0-2-1],[11:0-2-12,0-3-0],[12:1-0-0,0-1-10],[15:0-0-14,0-4-0],[16:0-7-8,0-4-0],[17:0-0-3 ,0-4-0],[20:0-4-0,0-0-3],[21:0-10-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.35 19-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.61 19-21 >785 180 TCDL 7.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.19 12 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:275 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 1-3,11-13:2x6 DF No.2 2-0-0 oc purlins(2-11-6 max.):5-8. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G WEBS 1 Row at midpt 7-19,7-16 REACTIONS. (lb/size) 2=1919/0-5-8 (min.0-2-11),12=1919/0-5-8 (min.0-2-11) Max Horz 2=183(LC 12) Max Uplift 2=-462(LC 12),12=-462(LC 13) Max Gray 2=2709(LC 31),12=2709(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-29=-5372/1702,29-30=-5283/1712,3-30=-5261/1715,3-31=-5105/1665, 4-31=4865/1672,4-32=4439/1723,32-33=4227/1730,5-33=4202/1734, 5-34=-3870/1855,7-34=-3873/1854,7-35=-3695/1793,8-35=-3692/1794, 8-36=4002/1665,36-37=-4026/1661,10-37=4239/1654,10-38=4699/1633, 11-38=-4938/1627,11-39=-5100/1674,39-40=-5150/1671,12-40=-5201/1665 BOT CHORD 2-22=-1405/4710,21-22=-1327/4516,20-21=-1325/4370,19-20=-1320/4363, 19-41=-1412/4038,18-41=-1412/4038,18-42=-1412/4038,17-42=-1412/4038, 16-17=-1411/4011,15-16=-1260/4180,14-15=-1269/4189,12-14=-1376/4595 WEBS 3-21=-333/206,4-21=-2/307,4-19=-664/229,5-19=-230/1140,7-19=-627/227, 7-18=-34/346,7-16=-808/342,8-16=-197/1044,10-16=-684/250,10-14=41/295, p P R Q 11-14=401/211 ��'�� F�ss NOTES- Co �NGtNEFR /02 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.It;Exp B;Enclosed; 9 MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 12-3-1,Exterior(2)12-3-1 to 27-8-15, 9200 P A-- Interior(1)27-8-15 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 - 2)TCLL:ASCE 7-10;Pf-25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 - , r _,..- ,� 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs OREGON Ii non-concurrent with other live loads. ,gyp � 5)Provide adequate drainage to prevent water ponding. / '9 fr Q 1 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 1 4+ 2 ��T 7)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide It R R I 1-,\-- will fit between the bottom chord and any other members,with BCDL=10.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 462 lb uplift at joint 2 and 462 lb uplift at EXPI RES: 12-31-2019 joint 12. May 30,2019 10)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI t L.unurxlou VII yayo L MM. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.1003!2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall `� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 11iTek` 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 ANSIRPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suke 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6181997 1809966 All CAL HIP 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8240 s Apr 19 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 09:58:20 2019 Page 2 I D:4SCrahJvWbQKkHC PgpbaEizBMD3-gMZD7ytyErLZZpO DW BTBz98wfJwtYtDZ?rIJ G6zBJj H NOTES- 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. t I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiMek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6181998 1809966 Al2 CAL HIP 1 1 Job Reference(optional) I - Builders FirstSourcelProBui d Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Apr 19 2019 Print:8.240 s Feb 11 2019 MTek Industries,Inc.Thu May 30 09:58:18 2019 Page 1 I D:4SCrahJvW bQKkHC PgpbaEizBMD3-uzRTiGrh i E5rJ W EgOm Rjtk3cJ VC V4yOHXXpCCDzBJjJ -1-o-q4-11-14 I 9-11-11 I 15-2-3 15-00-15 20-0-0 24-1-1 24r9-13 30-0-5 35-0-2 40-0-0 4I1-0-0-09 -0- 4-11-14 4-11-14 5-2-7 0-8-13 4-1-1 4-1-1 0-8-13 5-2-7 4-11-14 4-11-14 1-0 Scale=1:72.2 5x10 i J 4x8 = 9 5x10 5 6 333 34W 36 5g7 8 39 3x4 i 3x4 4 10 5x12 MT18HS i 6.00 12 31 40 5x8 °' 0 3 11 i 30 `�. e1 41 12 29 42 a I,I, o22 21 20 19 43 18 44 17 16 15 14 0 0 4x8 = 4x8 = 2x4 H4x8 ii 8x8 = 4x4 = 5x8 = 5x8 = 5x16 II 8x12 = 10x10 = 7-5-12 15-2-3 20-0-0 24-9-13 32-6-4 40-0-0 7-5-12 7-8-6 4-9-13 4-9-13 I 7-8-6 7-5-12 Plate Offsets(X,Y)- [2:0-0-4,Edge],[3:0-6-0,0-3-0],[5:0-4-8,0-1-12],[8:0-4-8,0-2-0],[11:0-4-0,0-1-12],[12:0-0-4,Edge],[15:0-0-5,0-3-9],[16:0-5-0,0-7-8],[20:0-0-9,0-3-11], [21:0-11-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.44 19-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.71 19-21 >671 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.22 12 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:269 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 1-3,11-13:2x6 DF No.2 2-0-0 oc purlins(2-6-6 max.):5-8. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G WEBS 1 Row at midpt 7-19,7-16 REACTIONS. (lb/size) 2=2530/05-8 (min.0-3-3),12=2532/0-5-8 (min.0-3-3) Max Horz 2=164(LC 52) Max Uplift 2=-629(LC 12),12=-629(LC 13) Max Gray 2=3202(LC 31),12=3204(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-29=-6374/1236,29-30=-6288/1242,3-30=-6217/1249,3-31=-6059/1203, 4-31=-5935/1217,4-5=5407/1217,5-32=-4715/1202,32-33=-4723/1202, 33-34=4723/1202,34-35=-4723/1202,7-35=4729/1202,7-36=4520/1160, 36-37=4515/1160,37-38=4515/1160,38-39=4514/1160,8-39=4506/1160, 8-10=-5172/1170,10-40=-5730/1193,11-40=-5859/1179,11-41=-6099/1222, 41-42=-6137/1214,12-42=-6175/1211 BOT CHORD 2-22=-1156/5571,21-22=-1090/5340,20-21=-1028/5241,19-20=-1023/5233, 19-43=-897/5082,18-43=-897/5082,18-44=-897/5082,17-44=-897/5082, 16-17=-898/5049,15-16=-875/5014,14-15=-883/5026,12-14=-971/5437 WEBS 3-21=-338/217,4-21=-37/299,4-19=-685/285,5-19=-234/1496,7-19=-907/250, C D P ROF 7-18=-7/381,7-16=-1196/318,8-16=-212/1373,10-16=-704/305,10-14=-71/333, �Q� FS 11-14=421/212 i,\�� NG)NE�•T �'/O2 NOTES- 7 I! 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; 089200 P E C. MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 9-11-11,Exterior(2)9-11-11 to 30-0-5, Interior(1)30-0-5 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone;cantilever left and right exposed;end vertical left and right '-- exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 - - 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 ri CZ- 3)Unbalanced snow loads have been considered for this design. -p OREGON �(// 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs !� 4 ,�R ,` non-concurrent with other live loads. / 'Q k - 4 5)Provide adequate drainage to prevent water ponding. O 14, 2 �Q, 6)All plates are MT20 plates unless otherwise indicated. IFR R�L� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. EXPIRES: 12-31-2019 9)A plate rating reduction of 20%has been applied for the green lumber members. May 30,2019 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 629 lb uplift at joint 2 and 629 lb uplift w+nrrnaw vrryayc c A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7173 rev.1W03/2015 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,not11111 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 andlor 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 bracng of trusses and truss systems,see ANSII WI1 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 1809966 PLH-Lot 10 Willow Brook K6181998 1809966 Al2 CAL HIP 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Apr 19 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 09:58:18 2019 Page 2 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-uzRTiGrhiE5rJ WEgOmRjtk3cJVCV4yOHXXpCCDzBJjJ NOTES- 11)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)513 lb down and 306 lb up at 15-11-9,244 lb down and 139 lb up at 18-0-12,334 lb down and 173 lb up at 20-0-0,and 244 lb down and 139 lb up at 21-11-4,and 524 lb down and 306 lb up at 24-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-6=-64,5-8=-64,8-9=-64,8-13=-64,23-26=-20 Concentrated Loads(Ib) Vert:7=-264 32=-425 35=-177 36=-177 39=-436 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-7473 rev.10/03/2015 BEFORE USE. kg!" 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.Adddional temporary and permanent bracing MITA' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 1809966 PLH-Lot 10 Willow Brook K8181999 1809968 A13 CAL HIP 1 1 Job Reference(optional) - Builders FirstSource/ProBui d Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Apr 19 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 09:58:16 2019 Page 1 ID:4SCrah JvW bQKkHC PgpbaEizBMD3-xaKj IbgRAcr84C4S H LOFoJzEfiZBc4?_4 DK57 LzBJj L I1-0 5-5-12 11-2-3 11-0-10 17-0-12 22-11-4 28-1-1 28r9-13 34-6-4 40-0-0 41-0 t-0 5-5-12 5-8-6 0 -13 5-1-13 5-10-9 5-1-13 0-'8-1 5-8-6 5-5-12 1-0-0' Scale=1:72.7 5x8 i 5 9 5x8 4 4x6 = 4x6 = - R3 no 1 1 5x8 i 29 30 r- 313233 34 35 6.00 i 5x8 10 c;' 28 ��i ,' 36 0 27 37 b 2 D 11 1 �p ro l ,� O LJ b @ 14[ o d a 20 19 18 17 16 15 14 13 __ 2x4 8x8 = 9x16 MT18HS i 4x4 = 8x8 = 6x8 11 4x12 = 2x4 4x12 4x12 4x4 II 4x4 11 1 5-5-12 10-3-8 11-2- 20-0-0 28-9-13 1 34-6-4 40-0-0 5-5-12 4-9-12 0-10-11 8-9-13 8-9-13 5-8-6 5-5-12 Plate Offsets(X,Y)— [2:1-0-0,0-1-10],[3:0-3-0,0-3-0],[10:0-3-0,0-3-0],[11:1-0-0,0-1-10],[15:0-3-13,0-0-0],[16:0-0-6,0-4-0],[18:0-8-11,0-3-0],[19:0-0-6,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.30 14-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.59 14-17 >809 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.17 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:268 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP RACING- TOP CHORD 2x6 DF No.2`Except* TOP CHORD Structural wood sheathing directly applied,except 3-5,9-10:2x4 DF No.1&Btr G 2-0-0 oc purlins(3-6-3 max.):4-8. BOT CHORD 2x6 DF 2400F 2.0E`Except* BOT CHORD Rigid ceiling directly applied. 2-18:2x6 DF No.2 WEBS 1 Row at midpt 7-14,6-18 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1918/0-5-8 (min.0-2-12),11=1919/0-5-8 (min.0-2-9) Max Horz 2=-143(LC 17) Max Uplift 2=-475(LC 12),11=-475(LC 13) Max Gray 2=2563(LC 31),11=2564(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-27=-4685/1672,27-28=-4598/1672,3-28=-4547/1679,3-29=-4236/1729, 4-29=-3970/1745,4-30=-3602/1839,6-30=-3607/1838,6-31=4501/2235, 31-32=4501/2235,32-33=-4501/2235,7-33=-4501/2235,7-34=-3507/1813, 8-34=-3502/1814,8-35=-3776/1696,10-35=-4042/1680,10-36=-4574/1685, 36-37=-4625/1678,11-37=-4713/1678 BOT CHORD 2-20=-1365/4097,19-20=-1360/4091,18-19=-1359/4098,17-18=-1746/4373, 16-17=-1720/4304,15-16=-1713/4296,14-15=-1720/4304,13-14=-1367/4122, 11-13=-1370/4116 WEBS 6-17=-93/485,7-17=-113/569,7-14=-1664/556,8-14=-216/1108,10-14=-689/205, 3-18=-463/178,4-18=-244/1191,6-18=-1600/529 ��E� P R oFt. NOTES- CO� NGINE - Ss 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; ,-,...\ �. R 2 MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 8-3-1,Exterior(2)8-3-1 to 17-0-12, <(y Interior(1)17-0-12 to 22-11-4,Exterior(2)22-11-4 to 31-8-15,Interior(1)31-8-15 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone; ' . 89200PE 91'' cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber SCE 7-10;plate grip DOL=1.60411111P � 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �7 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs OREGON X44 c nononcurrent with other live loads. p 5)Provide adequate drainage to prevent water ponding. /O -1)- 14 2°� �4 6)All plates are MT20 plates unless otherwise indicated. 7►I �y 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. M 'R R 1 1.-k- 8) V *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 r� will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12-31-2019 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 475 lb uplift at joint 2 and 475 lb uplift May 30,2019 at joint 11. a.Ununueu VII payA __ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not1411111,, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6181999 1809986 A13 CAL HIP 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8240 s Apr 19 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 09:58:16 2019 Page 2 I D:4SC rahJvW bOKkHC Pgpba EizBMD3-xaKj Ibq RAcr84C4S H LOFoJzEfiZBc4?_4DK57LzBJj L NOTES- 11)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 1809966 PLH-Lot 10 Willow Brook K6182000 1809966 A14 CAL HIP 1 1 Job Reference(optional) • Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8240 s Apr 19 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 09:58:14 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBM 1D3-?CCytvoBe?bOquw39wMnjuuwKup186Uhcvr_3SzBJjN 5-5-12 17-0-12 34-6-4 -0� 5-5-12 I 11-2-3 5-8-6 100135 5-1-13 I 22-11-4 5-10-9 5-1-13 20-89133 5-8-6 I 40-0-0 5-5-12 41-04 Scale=1:72.9 5x12 MT18HS i 5x12 MT18HS 4 5 4x8 = 5x6 = 9 - 30 31 no 32 33 34 co 35 36 37 38 5x12 MT18HS :000011100,0000 - 5x12 MT18HS6.00 12 239 3110 11444% 40 �o 27284112 tJ O �, L e el O 11 1 ro ro -P. I�� SIO o . = d d 20 19 18 17 16 15 14 13 '- 2x4 8x8 = 9x16 MT18HS U• 4x4 8x12 =8x12 = 5x10 = 2x4 5x10 5x10 = 4x8 = 4x8 =- 5-5-12 5-5-12 10-3-8 1)-2- 20-0-0I 28-9-13 34-6-4 40-0-0 I 5-5-12 4-9-12 0-10-11 8-9-13 8-9-13 5-8-6 5-5-12 Plate Offsets(X,Y)— [2:0-4-12,0-2-8],[3:0-6-0,0-3-0],[10:0-6-0,0-3-0],[11:0-10-0,0-0-10],[15:0-3-7,0-4-0],[16:0-0-10,0-4-0],[18:0-7-2,05-14],[19:0-0-15,0-4-0] 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 0.63 Vert(LL) -0.50 14-17 >954 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.85 14-17 >562 180 MT18HS 220/195 TCDL 7.0 Rep Stress lncr YES WB 0.78 Horz(CT) 0.24 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:262 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5,9-10:2x4 DF No.1&Btr G 2-0-0 oc purlins(2-5-15 max.):4-8. BOT CHORD 2x6 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied. 2-18:2x6 DF No.2 WEBS 1 Row at midpt 7-14,6-18 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=2776/0-5-8 (min.0-3-10),11=2781/0-5-8 (min.0-3-6) Max Horz 2=-127(LC 57) Max Uplift 2=-767(LC 12),11=-766(LC 13) Max Gray 2=3395(LC 31),11=3400(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-27=-6328/1525,27-28=-6260/1529,3-28=-6240/1540,3-29=-5995/1521, 4-29=-5728/1541,4-30=-5100/1472,30-31=-5111/1472,31-32=-5118/1473, 6-32=-5130/1474,6-33=-6977/1910,33-34=-6977/1910,34-35=-6977/1910, 7-35=-6977/1910,7-36=-5034/1442,36-37=-5022/1441,37-38=-5016/1441, 8-38=-5005/1441,8-39=-5476/1476,10-39=-5742/1457,10-40=-6284/1526, 40-41=-6298/1515,11-41=-6372/1511 BOT CHORD 2-20=-1333/5554,19-20=-1327/5543,18-19=-1326/5552,17-18=-1603/6804, 16-17=-1542/6702,15-16=-1535/6687,14-15=-1542/6702,13-14=-1236/5592, 11-13=-1239/5587 WEBS 6-17=-24/451,7-17=-74/626,7-14=-2463/686,8-14=-322/1634,10-14=-686/279, cd PR Op ROF S 3-18=-580/306,4-18=-337/1774,6-18=-2385/663 E NOTES- c�� NGINEF/4 `�/U 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; <(/ -9 MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 6-3-1,Exterior(2)6-3-1 to 17-0-12, 89200 P E t' Interior(1)17-0-12 to 22-11-4,Exterior(2)22-11-4 to 33-8-15,Interior(1)33-8-15 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; /�. Lumber DOL=1.60 plate grip DOL=1.60 , 04111r' 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 10 Cr 3)Unbalanced snow loads have been considered for this design. -p OREGON Li 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs L 4 k, / non-concurrent with other live loads. /Q 'Q 20 4 5)Provide adequate drainage to prevent water ponding. 4' V‘"- 6)All plates are MT20 plates unless otherwise indicated. 4,/R R11-\-- 7)The Fabrication Tolerance at joint 18=16% 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 EXPIRES: 12-31-2019 will fit between the bottom chord and any other members. May 30,2019 10)A plate rating reduction of 20%has been applied for the green lumber members. 1 WIMIILlGU IJrr 1.1419G 4 I WM 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 rill 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 MMTek• 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 1809966 PLH-Lot 10 Willow Brook K6182000 1809966 A14 CAL HIP 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Apr 19 2019 Print:8.240 S Feb 11 2019 MiTek Industries,Inc.Thu May 30 09:58:14 2019 Page 2 I D:4SCrahJvW bQKkHC Pgpba EizBMD3-?CCytvoBe?bQquw39wMnj u uwKu p 186 Uhcvr_3SzBJjN NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 767 lb uplift at joint 2 and 766 lb uplift at joint 11. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)403 lb down and 314 lb up at 11-11-9,221 lb down and 139 lb up at 14-0-12,301 lb down and 174 lb up at 16-0-12,276 lb down and 178 lb up at 18-0-12,224 lb down and 178 lb up at 20-0-0,276 lb down and 178 lb up at 21-11-4,301 lb down and 174 lb up at 23-11-4,and 221 lb down and 139 lb up at 25-11-4,and 412 lb down and 310 lb up at 28-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-8=-64,8-9=-64,8-12=-64,21-24=-20 Concentrated Loads(Ib) Vert:30=-313 31=-155 32=-231 33=-206 34=-154 35=-206 36=-231 37=-155 38=-324 i I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7173 rev.10/03/2015 BEFORE USE. 111114 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 MEW is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182001 1809966 A15 CAL HIP 1 1 Job Reference(optional) - Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 10:02:10 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-5bTAPcfD3WKx99zQ_Vb7HfgD81 MSRrSQtd?UKnzBJfh -0 -0 7-4-9 7-4-9 9-10-15 13-9-14 19-7-14 22-0-0 24-4-2 X26-4-15 28-7-8 �0-1-11 32-7-7 40-0-0 41-0-Q 2-6-6 3-10-15 5-9-15 2-4-2 2-4-2 2-0-12 2-2-10 1-5-9 2-6-6 7-4-9 1-0-0' Scale=1:72.7 5x8 % 4 11 6.00 112 5x12 = 4x8 = 2x4 II 4x6 = 5x8 5 7 8 5x6 = 10 31r'�I Y°' '�I�^^ 40 41 o LIMI 1 2 �� '1 - ua 12 y o dI 23 22 21 2019 18 17 16 15 14 10x10 = 5x10 = 4x12 = 4x12 = 6x6 9x16 MT18HS 5x6 = 3x6 II 8x12 = 8x8 = 9x16 MT18HS I I 7-4-9II 13-9-14 I 17-0-0 19-7-14 122-0-0 24-4-2 32-7-7 1 40-0-0 7-4-9 6-5-5 3-2-2 2-7-14 2-4-2 2-4-2 8-3-4 7-4-9 Plate Offsets(X,Y)— [2:1-0-0,0-1-14],[5:0-5-9,0-2-8],[12:1-0-0,0-1-14],[15:0-1-13,0-3-14],[16:1-0-10,0-4-8],[21:0-0-9,0-3-7],[22:1-1-4,0-3-9] 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 0.74 Vert(LL) -0.62 16-18 >772 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -1.11 16-18 >434 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.25 12 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:289 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x6 DF 2400F 2.0E*Except* 2-0-0 oc purlins(2-2-0 max.):3-10. 19-23,15-19:2x10 DF SS BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G WEBS 1 Row at midpt 9-14 2 Rows at 1/3 pts 5-22 REACTIONS. (lb/size) 2=1906/0-5-8 (min.0-2-4),12=1906/0-5-8 (min.0-2-4) Max Horz 2=102(LC 12) Max Uplift 2=-481(LC 12),12=-481(LC 13) Max Gray 2=2251(LC 31),12=2251(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-30=4536/1744,30-31=4492/1745,3-31=4460/1762,3-32=-4034/1866, 32-33=4035/1866,33-34=4039/1866,5-34=4046/1865,5-35=-8480/2823, 6-35=-8480/2823,6-7=-8480/2823,7-36=-8480/2823,8-36=-8480/2823,8-37=-7164/2455, 37-38=-7164/2455,9-38=-7164/2455,9-39=-3912/1823,10-39=-3902/1824, 10-40=-4309/1715,40-41=4357/1698,12-41=4376/1697 BOT CHORD 2-23=-1456/4034,22-23=-1038/3031,21-22=-2388/7804,20-21=-2380/7791, 19-20=-2380/7791,18-19=-238017791,17-18=-2050/7164,16-17=-2033/7037, 15-16=-1859/5716,14-15=-1893/5778,12-14=-1409/3898 WEBS 3-22=-207/1556,10-14=-290/1673,5-22=-4188/1030,5-20=-108/619,5-18=-266/772, 7-18=-539/177,8-18=-435/1554,8-16=-1354/366,9-16=-315/1725,9-14=-2518/647 NOTES- '<C\\ ' P R Qp 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; \CO NG]NE - c.-)/ , MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 4-3-1,Exterior(2)4-3-1 to 13-0-7, �- '? 'G Interior(1)13-0-7 to 26-11-9,Exterior(2)26-11-9 to 35-8-15,Interior(1)35-8-15 to 37-0-0,Exterior(2)37-0-0 to 41-0-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; 89200 P E 91"' Lumber DOL=1.60 plate grip DOL=1.60 - 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);CategoryII;Exp B;Fully Exp.;Ct=1.10 �,/� 3)Unbalanced snow loads have been considered for this design. t '• 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. P OREGON �/i 5)Provide adequate drainage to prevent water ponding. IZ 6)All plates are MT20 plates unless otherwise indicated. / '1 f 20\ "(' 7)The Fabrication Tolerance at joint 22=4% 1 4+ 13\''8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � ' R RIL\- 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12-31-2019 ii)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 481 lb uplift at joint 2 and 481 lb uplift May 30,2019 at joint 12. ,..ununuOU un page C A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10.0312015 BEFORE USE. 14111. 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-8,9 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 1809966 PLH-Lot 10 Willow Brook K6182001 1809966 A15 CAL HIP 1 1 • Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 10:02:10 2019 Page 2 I D:4SCrahJvWbQKkHCPgpbaEizBMD3-SbTAPcfD3WKx99zQ_Vb7HfgD81 MSRrSQtd?UKnzBJfh NOTES 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)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.10/032015 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 Mi leke 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 1809966 PLH-Lot 10 Wilbw Brook K6182002 1809966 A16 CAL HIP 1 1 Job Reference(optional) • Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 10:00:52 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-NblhlxilRYV?oA?RP6Cg7CRtFakt9YhxyU6LblzBJgv -°-71-0 � 7-4-9 7-10-15 13-9-14 19-7-14 22-0-0 24-4-2 126-4-15 1 28-7-8 1 32-1-1 32r7T7 40-0-0 41-0-81-07-4-9 0-6-6 5-10-15 5-9-15 2-4-2 2-4-2 2-0-12 2-2-10 3-5-9 0-6 7-4-9 t-0-0' Scale=1:72.7 5x10 6.00 12 5x12 = 4x8 = 2x4 II 4x6 = 5x6 = 5x8 3 .8 _ 29 _0 3 4 32 33 34 635 36 7 38 9 40: 41 4 9 . i 1�- lr `11 err ��10 NI. 11]� 18 16 d O 21 20 19 17 5x10 = 15 14 13 12 4x12 = 6x8 = 10x10 = 9x16 MT18HS 5x6 4x12 = 8x12 = 3x6 II 8x8 =- 9x16 9x16 MT18HS II 7-4-9 13-9-14 17-0-0 19-7-14 22-0-0 24-4-2 32-7-7 40-0-0 7-4-9 6-5-5 3-2-2 1 2-7-14 1 2-4-2 1 2-4-2 1 8-3-4 7-4-9 1 Plate Offsets(X,Y)— [2:1-0-0,0-1-14],[4:0-5-5,0-2-8],[10:1-0-0,0-2-2],[13:0-1-11,0-3-0],[14:1-1-5,0-4-5],[19:0-0-9,0-3-2],[20:1-1-0,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.61 14-16 >783 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -1.15 14-16 >417 180 MT18HS 220/195 TCDL 7.0 Rep Stress lncr YES WB 0.84 Horz(CT) 0.26 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:279 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x6 DF 2400F 2.0E*Except* 2-0-0 oc purlins(2-2-0 max.):3-9. 17-21,13-17:2x10 DF SS BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G WEBS 1 Row at midpt 8-12 2 Rows at 1/3 pts 4-20 REACTIONS. (lb/size) 2=2298/0-5-8 (min.0-2-11),10=2303/0-5-8 (min.0-2-11) Max Horz 2=78(LC 12) Max Uplift 2=-664(LC 12),10=-664(LC 13) Max Gray 2=2673(LC 31),10=2678(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4940/1339,3-28=4269/1263,28-29=4275/1265,29-30=4279/1265, 30-31=4279/1265,31-32=4285/1265,4-32=4286/1265,4-33=-8672/2372, 5-33=-8672/2372,5-34=-8672/2372,6-34=-8672/2372,6-35=-8672/2372, 35-36=-8672/2372,36-37=-8672/2372,7-37=-8672/2372,7-38=-7318/1996, 38-39=-7318/1996,39-40=-7318/1996,8-40=-7318/1996,8-41=4150/1227, 4142=4141/1228,942=4133/1225,9-10=4782/1296 BOT CHORD 2-21=-1095/4277,20-21=-798/3266,19-20=-2013/7951,18-19=-2007/7938, 17-18=-2007/7938,16-17=-2007/7938,15-16=-1782/7318,14-15=-1767/7189, 13-14=-1455/5800,12-13=-1485/5864,10-12=-1009/4142 WEBS 3-20=-301/1633,9-12=-332/1741,4-20=4341/1083,4-18=-51/618,4-16=-232/823, 6-16=-574/230,7-16=465/1599,7-14=-1416/459,8-14=-398/1810,8-12=-2613/697 c. (<-`‘ es, P R OFFS NOTES- Ca� GINE 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; r, s' N FAQ �jf MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 13-0-7,Interior(1)13-0-7 to 26-11-9,Exterior(2)26-11-9 to 41-0-0 L/✓ l--9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions 89200 P E r- shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. � � � .., 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs tall nonconcurrentwithotherliveloads. OREGON „ 5)Provide adequate drainage to prevent water ponding. pj4k 6)All plates are MT20 plates unless otherwise indicated. /O '9 j- 14, `LQ' $ 7)The Fabrication Tolerance at joint 20=4% "yQ+ 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. M,cR R L� �!! 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 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. EXPIRES: 12-31-2019 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 664 lb uplift at joint 2 and 664 lb uplift May 30,2019 at joint 10. 4 L,UI IOl IUGU Uu yayu c 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI I;} ®ks 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 1809966 PLH-Lot 10 Willow Brook K6182002 1809966 A16 CAL HIP 1 1 a Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 10:00:52 2019 Page 2 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-Nblh l xiIRYV?oA?RP6Cg7CRtFakt9YhxyU6LblzBJgv NOTES- 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)213 lb down and 255 lb up at 7-11-9,108 lb down and 98 lb up at 10-0-12,194 lb down and 138 lb up at 12-0-12,169 lb down and 142 lb up at 14-0-12,142 lb down and 142 lb up at 16-0-12,133 lb down and 142 lb up at 18-0-12,133 lb down and 142 lb up at 20-0-0,133 lb down and 142 lb up at 21-11-4,143 lb down and 144 lb up at 23-11-4,169 lb down and 142 lb up at 25-11-4,195 lb down and 140 lb up at 27-11-4,and 113 lb down and 98 lb up at 29-11-4,and 220 lb down and 258 lb up at 32-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-9=-64,9-11=-64,22-25=-20 Concentrated Loads(lb) Vert:4=-100 28=-114 29=-42 31=-125 33=-73 34=-64 35=-64 36=-64 37=-73 38=-100 40=-125 41=-48 42=-121 t t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 54I1-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �Q 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/7 Quality Criteria,DSB-8.9 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 1809966 PLH-Lot 10 Willow Brook K6182003 1809966 A17 CAL HIP 1 2 Job Reference(optional) a Builders FirstSource/ProBuikl Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 09:59:15 2019 Pagel I D:4SC rahJvW bQKkHC PgpbaEizBMD3-jx00gmXS H kH mfGSoE Ey5h lwJdUePwhxgeu6jiQzBJiQ 1-0 5-4-9 5-110-1I5 10-1-7 15-0-12 I 20-0-0 24-11-4I 29-10-9 I 34-1-1 34-7T7 40-0 -0 41I1-0 Q -0 5-4-9 0.6-6 4-2-8 4-11-4 4-11-4 4-11-4 4-11-4 4-2-8 0-6- 5-4-9 7-0-0' Scale=1:72.4 7x14 MT18HS = 5x12 MT18HS = 6.00 12 2x4 II 4x12 = 4x8 = 2x4 II 5x10 = 2x4 H 3 X24 25 4 26 27 5 28 29 7 30 31 8 32 33 9 34 35� d t 9 m 2 12 1 111 ® oM�! I� .P .� I;a 19 18 0, o 0 4x6 = 3637 2338 22 39 21 20 40 41 42 43 4x12 = 44 17 16 45 15 46 47 14 48 49 t3 50 51 4x8 = 2x4 II 8x8 = 12x12 = 2x4 II 4x12 II 5x10 = 2x4 II 4x4 = 8x8 = 8x8 = I 5-4-9 10-1-7 15-0-12 20-0-0 I 24-11-4 29-10-9 34-7-7 40-0-0 5-4-9 4-8-14 4-11-4 4-11-4 4-11-4 4-11-4 4-8-14 5-4-9 Plate Offsets(X,Y)- [2:0-1-8,Edge],[3:0-7-3,Edge],[6:0-4-0,Edge],[10:0-5-8,0-2-8],[15:0-0-5,0-4-0],[16:0-7-8,0-2-0],[17:0-0-8,0-3-9],[21:0-4-6,0-9-8],[22:0-0-5,0-4-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) 0.74 16-18 >639 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -1.65 16-18 >288 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.29 11 n/a n/a BCLL 0.0 • Code IBC2015/TPI2014 Matrix-RH Weight:468 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2`Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 3-6,6-10:2x4 DF 2400F 2.0E 2-0-0 oc purlins(3-8-11 max.):3-10. BOT CHORD 2x6 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 9-4-12 oc bracing. 2-20:2x6 DF No.2 WEBS 2x4 DF Std G*Except* 3-21:2x4 DF No.i&Btr G REACTIONS. (lb/size) 2=3246/0-5-8 (min.0-1-14),11=3249/0-5-8 (min.0-1-12) Max Horz 2=-60(LC 15) Max Uplift 2=-1257(LC 10),11=-1240(LC 11) Max Gray 2=3522(LC 29),11=3525(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6861/2619,3-24=-11098/4407,24-25=-11098/4407,4-25=-11098/4407, 4-26=-11098/4407,26-27=-11098/4407,5-27=-11098/4407,5-28=-15164/5996, 6-28=-15164/5996,6-29=-15164/5996,7-29=-15164/5996,7-30=-15164/5996, 30-31=-15164/5996,8-31=-15164/5996,8-32=-9258/3669,32-33=-9258/3669, 9-33=-9258/3669,9-34=-9258/3669,34-35=-9258/3669,10-35=-9258/3669, 10-11=-7079/2660 BOT CHORD 2-36=-2328/6048,36-37=-2328/6048,23-37=-2328/6048,2338=-2376/6114, 22-38=-2376/6114,22-39=-2389/6147,21-39=-2386/6152,20-21=5339/13558, 20-40=-5580/14235,40-41=-5580/14235,1941=-5580/14235,19-42=-5580/14235, PROF42-43=-5580/14235,18-43=-5580/14235,1844=-4977/12824,17-44=4977/12824, C`` Cs 1745=4956/12754,16.45=4961/12747,1646=4959/12809,1546=4962/12801, �eaGINEFR (5-> 1547=4977/12824,1447=4977/12824,1448=-2307/6183,4849=-2307/6183,1349=-2307/6183,13-50=-2302/6237,5051=-2302/6237,11-51=-2302/6237WEBS 3-23=-585/428,3-21=-2240/5819,4-21=578/440,5-21=-3555/1408,5-19=-19/569, (-;-.... 0 89200PE 9r 5-18=405/1036,7-18=-612/426,8-18=-1031/2575,8-16=0/441,8-14=4103/1619, 9-14=-691/437,10-14=-1464/3734,10-13=0/535 --ill, ...... NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: OREGON i(/Cr Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-7-0 oc. G. ,�R ,` Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. / ''1)' 9 LQ -k. Webs connected as follows:2x4-1 row at 0-9-0 oc. Q 4 Q� 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 /1/ R R i Lk„ VV ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate EXPIRES: 12-31-2019 grip DOL=1.60 May 30,2019 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 I ovrmnuorrvm.pna�c-c.............-.............,.............................s.,. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI. 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 1809966 PLH-Lot 10 Willow Brook K6182003 1809988 A17 CAL HIP 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.240 s Feb 11 2019 MiTek Industries,Inc.Thu May 30 09:59:15 2019 Page 2 I D:4SCrahJvW bQKkHC Pgpba EizBMD3-jxO0gmXS H kHmfG5o EEy5h IwJd UePwhxgeu6jiQzBJi Q NOTES- 6)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1257 lb uplift at joint 2 and 1240 lb uplift at joint 11. 13)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 37-11-4 to connect truss(es)to back face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber. 17)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)431 lb down and 394 lb up at 5-8-6,222 lb down and 176 lb up at 8-0-12,208 lb down and 181 lb up at 10-0-12,187 lb down and 175 lb up at 12-0-12,185 lb down and 175 lb up at 14-0-12,185 lb down and 176 lb up at 16-0-12,185 lb down and 177 lb up at 18-0-12,185 lb down and 159 lb up at 20-0-0,185 lb down and 177 lb up at 21-11-4,184 lb down and 180 lb up at 23-11-4,185 lb down and 179 lb up at 25-11-4,186 lb down and 178 lb up at 27-11-4,210 lb down and 177 lb up at 29-11-4,and 226 lb down and 172 lb up at 31-11-4,and 430 lb down and 375 lb up at 34-3-10 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:1-3=-64,3-10=-64,10-12=-64,2-11=-20 Concentrated Loads(Ib) Vert:3=-332 21=-37(6)4=-139 18=-37(B)7=-117 9=-142 14=-37(B)10=-331 24=-157 26=-118 27=-117 28=-117 29=-117 30=-117 31=-114 32=-117 33=-116 35=-161 36=-37(B)37=-37(B)38=-37(B)39=-37(B)40=-37(B)41=-37(B)42=37(B)43=-37(B)44=-37(B)45=-37(B)46=-37(B)47=-37(B)48=-37(B)49=-37(B) 50=-37(B)51=-39(B) t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek14 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 e building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182004 1809966 B01 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:28 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-4CV_w2bYaSn FCNTcQ15yPVEOZMZkQE8cHO811mzBJz5 12-5-0 1-0.0 3-5-12 7-6-8 7-110.1 9-11-12 12-0-9 12 185-10 19-11-4 1a0 1 3-5-12 4-0-12 d4 2-0-13 I 2-0-13 o-2- 4-0-10 35-10 0-1-13 Scale=1:34.9 5x12 MT18HS i 5x12 MT18HS = il 7<1 6.00 12 13 14 3x6 3x6 3 6 m o 104 4 12 15 7 2 - III o o nn nn 0 nn Ia 11 10 9 16 17 8 18 O 3x6 = 2x4 II 3x8 = 3x4 = LUS24 2x4 II LUS24 4x4 = LUS24 3-5-12 7-6-8 9-11-12 12-5-0 16-5-10 19-11-4 3-5-12 4-0-12 2-5-4 2-5-4 4-0-10 3-5-10 Plate Offsets(X,Y)— [4:0-3-3,0-2-8],[5:0-6-8,0-1-4],[7:0-1-12,Edge] 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 0.61 Vert(LL) -0.07 9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) 0.14 8-9 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.04 7 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:108 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins,except 4-5:2x4 DF No.1&Btr G 2-0-0 oc purlins(5-2-5 max.):4-5. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 444 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 7=362/0-5-8,2=957/0-5-8 Max Horz 2=86(LC 67) Max Uplift 7=-1302(LC 11),2=-602(LC 10) Max Gray 7=648(LC 29),2=1307(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1988/1052,34=-1582/1070,4-5=-1340/1003,5-6=-1600/1599,6-7=-1204/2321 BOT CHORD 2-11=-936/1649,10-11=-936/1649,9-10=-1375/1377,8-9=-1965/976,7-8=-1965/976 WEBS 4-10=-308/313,5-9=-503/0,5-10=-192/736,3-10=-420/123,6-9=0/771,6-8=-702/0 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs .- D P R press non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. �Co ANG I NEER �O 6)All plates are MT20 plates unless otherwise indicated. G' /L 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Z/ -9 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 89200 P E will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. /..." 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) , 7=1302,2=602. 11)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. F OREGON �(/�� 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 1-10-0 oc max.starting at L� J,9 019` 4 14-0-12 from the left end to 15-10-12 to connect truss(es)to front face of bottom chord. Q k 14 14P`�- 13)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 17-10-12 from the left end to /1/ ' ' n connect truss(es)to front face of bottom chord,skewed 0.0 deg.to the left,sloping 0.0 deg.down. SER R I L` V 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)795 lb down and 512 lb up at EXPIRES: 12-31-2019 12-3-3 on top chord. The design/selection of such connection device(s)is the responsibility of others. � j16)IIpnythe LOAD flCASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). May 30,2019 L I CYRK S arivalu �� I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111,, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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/7181 Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182004 1809966 B01 • CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:28 2019 Page 2 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-4CV w2bYaSnFCNTcQ15yPVEOZMZkQE8cHO811mzBJz5 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,5-7=-64,2-7=-20 Concentrated Loads(Ib) • Vert:5=-696 16=349(F)17=365(F)18=377(F) • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iVIiTek9 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rP11 Quality Criteria,DSB-89 and 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 1809966 PLH-Lot 10 Willow Brook K6182005 1809966 CO1 CAL HIP 1 1 Job Reference(optional) 4. ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:30 2019 Page 1 ID:4SCrahJvWbOKkHCPgpbaEizBMD3-1 bclLkco631 zSgd?Yj7QUwJKEAFxuBuvlidsgezBJz3 -1-0-05-4-8 510-15 8-1-1 8-9-13 14-0-0 1-0-0 5-4-8 10-6-7 1 2-2-2 1 0-8-12 I 5-2-3 Scale=1:24.8 5x10 i 5 4x6 3 6.00 12 10 I1 r24*/*/# 4. M 9 13 2 6 2 . riri rln = rl11 Hr 1111 H11 ,24 ♦ 14 15 16 17 7 18 19 LUS24 LUS24 2x4 ��LUS24 LUS24 3x4 _ LUS24 LUS24 3x6 = — 4x8 II 5-4-8I 8-9-13 14-0-0 I 5-4-8 3-5-5 5-2-3 Plate Offsets(X,Y)— [6:0-0-9,0-1-2],[6:0-1-2,0-7-1],[6:0-3-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.06 6-7 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.14 6-7 >999 180 TCDL 7.0 Rep Stress lncr NO WB 0.15 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:63 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 3-8-2 oc purlins,except 1-3:2x6 DF No.2 2-0-0 oc purlins(4-5-15 max.):3-4. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-9-13 oc bracing. WEBS 2x4 DF Std G WEDGE Right:2x4 DF Std-G REACTIONS. (Ib/size) 2=1150/0-5-8,6=1057/0-5-8 Max Horz 2=-63(LC 53) Max Uplift 2=-388(LC 10),6=-334(LC 11) Max Gray 2=1452(LC 29),6=1300(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2196/691,3-4=-1778/622,4-6=-2180/630 BOT CHORD 2-8=-570/1836,7-8=-580/1817,6-7=-495/1793 WEBS 3-8=0/328,4-7=0/361 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 c 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 <C)'‘yp P R OF - 3)Unbalanced snow loads have been considered for this design. F 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��CD , G I N NE --, Wa non-concurrent with other live loads. ,7" /t, 5)Provide adequate drainage to prevent water ponding. 'C/ -9 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 . 89200 R E r" 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 will fit between the bottom chord and any other members. jib 8)A plate rating reduction of 20%has been applied for the green lumber members. 111141P, OAP'. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Cr) Q 2=388,6=334. 17OREGON !V 10)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �/ 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at /Q }' 14 2O 4''' 2-0-12 from the left end to 11-11-4 to connect truss(es)to front face of bottom chord. 4-/ RR e'� 12)Fill all nail holes where hanger is in contact with lumber. ` L` 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)462 lb down and 365 lb up at 5-8-5,and 454 lb down and 347 lb up at 8-0-7 on top chord. The design/selection of such connection device(s)is the EXPIRES: 12-31-2019 responsibility of others. G14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). May 30,2019 LUAU 1 tilitnorma t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notItill 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 truasa-r and truss systems,see ANSI/TPIt 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 1809966 PLH-Lot 10 Willow Brook K6182005 1809966 CO1 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:30 2019 Page 2 I D:4SCrahJVWbQKkHCPgpbaEizBMD3-1 bclLkco631 zSgd?Yj7QUwJKEAFxuBuvlidsgezBJz3 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-5=-64,4-6=-64,2-6=-20 Concentrated Loads(Ib) Vert:3=-363 12=-363 14=-39(F)15=-37(F)16=-37(F)17=-37(F)18=-37(F)19=-39(F) • • I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nig 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 02880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182006 1809966 CO2 Common 1 1 Job Reference(optional) ` ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:31 2019 Page 1 I D:4SC rahJvWbQKkHC PgpbaEizBMD3-V nA7Y3d QtN9g3gC B6Off07s W HacedfQ2zMNPM5zBJz2 -1-0-0 7-0-0 14-0-0 1 1-0-0 1 7-0-0 7-0-0 5x6 = Scale=1:26.3 3 6.00 12 8 9 7 10 6 4 2 I. AI 5 0 3x4 = 2x4 II 3x8 II 1 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets(X,Y)— [4:0-0-9,0-1-2],[4:0-1-2,0-7-1],[4:0-3-9,Edge] 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 0.58 Vert(LL) -0.07 4-5 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.18 4-5 >923 180 TCDL 7.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight 55 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-4:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 2=651/0-5-8,4=565/0-5-8 Max Hors 2=85(LC 12) Max Uplift 2=-162(LC 12),4=-122(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-745/225,3-4=-761/223 BOT CHORD 2-5=-82/558,4-5=-81/567 WEBS 3-5=0/314 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-0-0,Exterior(2)4-0-0 to 10-0-0, Interior(1)10-0-0 to 10-9-4,Exterior(2)10-9-4 to 13-9-4 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 r 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 rib P R QFL ss 3)Unbalanced snow loads have been considered for this design. NG1N ��4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Enonconcurrent with other live loads.5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8200PE -v6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) w 2=162,4=122. 9CZ- 1--/.0.37,11.,OREGON 4i 14, 2�� P4 M1:4R11_L e' EXPIRES: 12-31-2019 May 30,2019 f le A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 me.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 's building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MIR** N 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 ANSIITPI1 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 1809966 PLH-Lot 10 Willow Brook K6182007 1809966 DO1 CAL HIP 1 1 ' Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:33 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-RAItzlfhO_QYJ8MaDrh76Yx NNN?5aJLRgsWQzzBJzO -1-0-0l 1-8-5 1)10-1 4-1-1 4(3-11 6-0-0 7-0-0 l 1-0-0 1-8-5 0-2-10 2-2-2 0-2-10 1-8-5 1-0-0 Scale=1:15.5 4x4 = 4x4 = 6.00 12 3 -ter 10 Ii d 5 2 M 9yyJ1 _7 6 T 1 d ♦ 12 13 82x4 II LUS24 LUS24 72x4 II = 3x4 = 3x4 = 1-8-5 3-0-0 4-3-11 6-0-0 1-8-5 1-3-11 1-3-11 1-8-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 7-8 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.01 7-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.04 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:28 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 3-4:2x4 DF No.1&Btr G 2-0-0 oc purlins:3-4. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=332/0-5-8,5=332/0-5-8 Max Horz 2=-21(LC 53) Max Uplift 2=-120(LC 10),5=-121(LC 11) Max Gray 2=420(LC 29),5=421(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-497/145,3-4=-445/143,4-5=497/144 BOT CHORD 2-8=-116/450,7-8=-123/445,5-7=-115/450 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 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. �E0 P R QFC 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ((, C c� 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �Co� ��GI NE,FR `r>Q will fit between the bottom chord and any other members. /fj 8)A plate rating reduction of 20%has been applied for the green lumber members. k/ 17 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) cc' 89200 PE 1-- 2=120.5=121. 10)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 1-10-8 oc max.starting at F - 2-0-12 from the left end to 3-11-4 to connect truss(es)to front face of bottom chord. 0 ' Q 12)Fill all nail holes where hanger is in contact with lumber. -� OREGON 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)119 lb down and 89 lb up at 4, 4,,9 O"\� s 1-8-5,and 119 lb down and 89 lb up at 4-3-11 on top chord. The design/selection of such connection device(s)is the 0 }-- 1 r 2 ,‘;;;1" responsibility of others. V 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��R R 1-..L LOAD CASE(S) Standard EXPIRES: '12-31-2019 May 30,2019 Continued on oaae 2 I, I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not11111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 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 1809966 PLH-Lot 10 Willow Brook K6182007 1809966 DO1 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:33 2019 Page 2 I D:4SCrahJvW bQKkHC PgpbaEizBMD3-RAItzIfhO_QYJ8MaDrh 76Yx_N N N?5aJ LRgs WQzzBJzO LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-6=-64,2-5=-20 Concentrated Loads(Ib) Vert:3=-20 4=-20 • I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.16b3/2015 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,notMit 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 hum Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182008 1809966 D02 Common 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:34 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-vMsGB5gJ9lYPwlxmnYCMemT9Qn kygl JVgKb4zQzBJz? -1-0-0 3-0-0 6-0-0 7-0-0 1-0-0 1 3-0-0 1 3-0-0 - 1-0-0 Scale=1:15.0 4x6 = 3 6.0012 8 7 4 II 2 5 m 1111111 Ille_ d 62x4 I1 ,/ ,/ 3x4 = 3x4 = 3-0-0 6-0-0 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 2-6 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.05 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 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=311/0-5-8,4=311/0-5-8 Max Horz 2=39(LC 12) Max Uplift 2=-89(LC 12),4=-89(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-259/90,3-4=-259/90 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. �C d PR ore 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. \<(' � ` Ss tn f-i 17 =921 . 4� 4 OREGON�� ttr� ./.0k14, 2� 4 - 4,/'FRRfl2-- EXPIRES: 12-31-2019 May 30,2019 t I ......... A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 i`� vliTeke 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 1809966 PLH-Lot 10 Willow Brook + 1809966 JA01 Jack-Open 2 1 K6182009 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:35 2019 Page 1 I D:4SCrahJvW bQKkHCPgpbaEizBMD3-NYQeORgxwcgGYS WyLGjbBzOLTBtrZTPeu_LdVszBJz_ -1-0-0 0-11-8 1-10-15 1-0-0 I 0-11-8 0-11-8 l Scale=1:13.5 3 6.00 12 5 2 1 O ♦ 6 7 4 LUS24 LUS24 3x4 = 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.07 2-4 >978 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.22 2-4 >326 180 TCDL 7.0 Rep Stress Ina 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 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=204/0-5-8,4=59/Mechanical,3=40/Mechanical Max Horz 2=63(LC 12) Max Uplift 2=-26(LC 12),3=-38(LC 12) Max Gray 2=225(LC 18),4=118(LC 5),3=41(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. D P R Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. •`�(,�� FL tss 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at \CO �cNGINEFR /Q 2-0-12 from the left end to 4-0-12 to connect truss(es)to back face of bottom chord. Z /L 11)Fill all nail holes where hanger is in contact with lumber. -/ 'y� 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 89200 P E 1- LOAD CASE(S) Standard r �'� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) 0 Cr r Vert:1-3=-64,2-4=-20 4OREGON\� �O ` 14, 2� 'E' P MFR R 11_\--0 EXPIRES: 12-31-2019 May 30,2019 t A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,OSB-89 and'BCS!Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182010 1809966 JA01A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:36 2019 Page 1 I D:4SCrahJvWbQKkHCPgpbaEizBMD3-rizObnhZhvo7Ab59uzEgjBZWpbEylwfo7e4A01zBJyz 0-11-2 1-10-15 6-0-0 0-11-2 0-11-14 4-1-1 Scale=1:11.2 2 6.00 12 _ rn 4LUS24 5LUS24 3 3x4 = 1-10-3 1-10-15 6-0-0 1-10-3 0-6-12 4-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.06 1-3 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-3 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=109/0-5-8,2=52/Mechanical,3=57/Mechanical Max Horz 1=47(LC 12) Max Uplift 2=-45(LC 12) Max Gray 1=126(LC 5),2=52(LC 1),3=114(LC 5) 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)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2. 9)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect P R OFFss truss(es)to front face of bottom chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down. 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 4-0-12 from the left end to connect �Gj �NG�NE - /Q truss(es)to front face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 'A/ 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r,,...,89200P E LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 firAOP Uniform Loads(plf) Vert:1-2=-64,1-3=-2074- 4 OREGON 4 / <0 - f 4, 2° �,�' SER4R 10--�' EXPIRES: 12-31-2019 May 30,2019 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7/73 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 �1 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,D5B-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182011 1809966 JA02 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:37 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-JxXOp7iBSDwznlfLShl3GO5gb?aB1 NvxMlgkYkzBJyy -1-0-0 1-11-8 3-10-15 1-0-0 1-11-8 1-11-8 Scale=1:15.3 3 6.00 12 5 2 r.1111111111111. 1111111111111. 1 Id ►-. 4 3x4 = 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:20 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=102/Mechanical,2=265/0-5-8,4=57/Mechanical Max Holz 2=106(LC 12) Max Uplift 3=-85(LC 12),2=-49(LC 12) Max Gray 3=115(LC 19),2=268(LC 19),4=114(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. tPR 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. ��•``�NGI N E�Fss�O 44-,/ 89200PE T �9 89200PE �- 4 Op ire OREGON 41Q 14 `1° , �-E- MFR EXPIRES: 12-31-2019 May 30,2019 I t AWARNING-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,notMit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing M,Tek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mil 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 1809966 PLH-Lot 10 Willow Brook K6182012 1809966 JA02A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:38 2019 Page 1 I D:4SCrahJvW bQKkHC PgpbaEizBMD3-o75m0TjpDX2gPvEXOO HlpcerbOvQmg84ayZH5BzBJyx 1-11-2 3-10-15 6-0-0 1-11-2 1-11-14 2-1-1 Scale=1:15.1 2 6.00 12 4 p: 1 rl> 3 354 = 3-10-3 3-10/15 6-0-0 3-10-3 04-12 2-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.06 1-3 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-3 >359 180 TCOL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:18 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=173/0-5-8,2=116/Mechanical,3=57/Mechanical Max Horz 1=92(LC 12) Max Uplift 1=-6(LC 12),2=-92(LC 12) Max Gray 1=173(LC 18),2=120(LC 18),3=114(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. eco ,oGPN Rs'O 414 9 C ;92I0P Art P ,9 OREGON � U� 'AL1 9 y 14, 2-Q:\ �-�- MFR EXPIRES: 12-31-2019 May 30,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473,or.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 1809966 PLH-Lot 10 Willow Brook K6182013 1809966 JA03 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:39 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-GKf9EpjS_gAhl3pja6oXLpB XoFfVHOEpcJgddzBJyw -1-0-0 2-11-8 5-10-15 • 1-0-0 2-11-8 2-11-8 Scale=1:20.2 3 6.00 112 5/11.1111111111 "P 1 a 3x4 = 4 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:25 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=171/Mechanical,2=324/0-5-8,4=57/Mechanical Max Horz 2=151(LC 12) Max Uplift 3=-135(LC 12),2=-72(LC 12) Max Gray 3=202(LC 19),2=332(LC 19),4=114(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. P R Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) �`ss 3=135. Co�� NGlNEF' /O�9 7 89200PE 7 47 OREGON �luQ 14, 2� Q$ MFRRII.\--6 EXPIRES: 12-31-2019 May 30,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182014 1809966 JA03A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:39 2019 Page 1 I D:4S CrahJvW bQKkHC PgpbaEizBMD3-GKf9EpjS_gAh 13pja6oXLpB_N oFfV HOEpcJgddzBJyw 3-0-0 5-10-15 6-9.10 3-0-0 2-10-15 0-111 Scale=1:20.2 2 6.00 12 4 1 cc ►� ,� Io 3x4 = 3 5-10-15 6-Q0 5-10-15 0-'l-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 1-3 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-3 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:23 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=237/0-5-8,2=180/Mechanical,3=57/Mechanical Max Horz 1=137(LC 12) Max Uplift 1=-31(LC 12),2=-140(LC 12) Max Gray 1=241(LC 18),2=200(LC 18),3=114(LC 5) 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=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 2=140. Koko P R OF6-6, (z" �cNGtNFFR /p29, 89200PE P ,l' cc- OREGON�� 4/ /.0 •9).- 14, ?= P4 /1/ RR EXPIRES: 12-31-2019 May 30,2019 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MWTEK REFERENCE PAGE MI1-7473 rev.10/032015 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,not1111, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall j building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing METek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 1809966 PLH-Lot 10 Willow Brook K6182015 1809966 JA04 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:40 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-kWDXR8k4181YeDOw7pJmu 1j94CbuEkeN2G2093zBJyv -1-0-0 3-0-0 6-0-0 7-10-15 1-0-0 1 3-0-0 3-0-0 1-10-15 Scale=1:25.2 4 sr ui 3 6.00 12 8 7 o rh 6 2 -1111111111111111111111111111111°. 1111111111111111111111111111111111: 3x4 = 5 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-5 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 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 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2. (Ib)- Max Horz 2=184(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,2 except 3=-169(LC 12) Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=336(LC 19),3=280(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-7-4,Exterior(2)3-7-4 to 7-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. t 7)A plate rating reduction of 20%has been applied for the green lumber members. �� P R OFC s 8)Refer to girder(s)for truss to truss connections. s 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2 except(jt=lb) Gj ,NG►NE .- /O 3=169. ,T 1- 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 89200P E 9� - ,/OREGON wz /O "1k 14, 2.0 ‘1.-1- EXPIRES: 4EXPIRES: 12-31-2019 May 30,2019 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182016 1809966 JA04A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:41 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-CinvfUli WSQPGNz6h Wq?QEGJZcx6zBuXHvoxi WzBJyu 3-0-0 6-0-0 7-10-15 3-0-0 3-0-0 1-10-15 Scale=1:25.2 3 l � 4 6.00 12 2 7 6 5 0 e <h 1 m I 3x4 = 4 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.06 1-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a • BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:28 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)1=0-5-8,2=0-3-2. (Ib)- Max Hors 1=170(LC 12) Max Uplift All uplift 100 lb or less at joint(s)1,3 except 2=-174(LC 12) Max Gray All reactions 250 lb or less at joint(s)1,3,4 except 2=276(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=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 3-7-4,Exterior(2)3-7-4 to 7-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3 except(jt=lb) rGINE-Z,15) ��EQ P R(3; S1 2=174. C 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. , `Q200P 9r • P i OREGON \I"` �tL� �Q q}- 14 2� $ �FRRiI.�-0 EXPIRES: 12-31-2019 May 30,2019 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7177 rev.10/07/2015 BEFORE USE 111111" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bradng of trusses and truss systems,see ANSI/TPH 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 1809966 PLH-Lot 10 Willow Brook K6182017 1809966 JA05 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:42 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-gvLHsgmKHIYGu WYIFELEzSpVkOHLie8gVZXV EyzBJyt -1-0-0 3-0-0 6-0-0 9-10-15 1-0-0 3-0-0 3-0-0 3-10-15 Scale=1:30.3 5 4 6.00 12 3 �t 8 4 7 2 1 010/11111 3x4 = 6 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-6 >359 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 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 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8. (Ib)- Max Horz 2=215(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,2,4 except 3=-174(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 2=333(LC 1),3=268(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.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. P R 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. j ANG)NE-,FR /O 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,4 exceptF 1- (jt=lb)3=174. , / 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 89200 R E 4 OREGON 1t>' 4,4 14rQ 14, 2P �� SFR R 10, �' EXPIRES: 12-31-2019 May 30,2019 t a A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-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,not11111., a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall 's building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/IPI1 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 1809966 PLH-Lot 10 Willow Brook K6182018 1809966 JA05A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:43 2019 Page 1 I D:4S CrahJvW bQKkHC PgpbaEizBMD3-85vf3Amy23g7Vg7 V pxsT W f Lf7Pda R5OpkDH2m OzBJys 3-0-0 6-0-0 9-10-15 3-0-0 3-0-0 I 3-10-15 Scale=1:30.3 4 I: iiii,„..0 10001 3 6.00 Ti-- 8 :t 2 ;1 7 0 v 6 6 4 1 a u ci =� MI O/ = 3x4 5 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.06 1-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-5 >359 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:32 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)1=0-5-8,2=0-3-2,3=0-1-8. (Ib)- Max Horz 1=201(LC 12) Max Uplift All uplift 100 lb or less at joint(s)1,4,3 except 2=-178(LC 12) Max Gray All reactions 250 lb or less at joint(s)1,4,5,3 except 2=265(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. CEO P R Ou,- 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4,3 except `((, Ss (jt=1b)2=178. SCJ ,,x- ,••••uGINE9 /Q 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3. 1- `z- 89200PE c' L43 OREGON�� O £j ' gr14, 2° `,4 /1/F14R11.-\-0 EXPIRES: 12-31-2019 May 30,2019 1 0...,, r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7173 rev.10/03/3015 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 busses and truss systems,see ANSIf Pl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety/nformalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182019 1809966 JA06 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:44 2019 Page 1 I D:4SCrahJvW bQKkHC PgpbaEizBMD3-cHS2H Wn apNo_7q ih MfNi2tu rKpypAYdzztOb lgzBJyr 1-0-0 3-0-0 6-0-0 11-10-15 1-0-0 3-0-0 3-0-0 5-10-15 Scale=1:35.3 5 w 6.00 12 4 8 3 o 6 7 2 u1 1 12 i 3x4 = 6 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 2-6 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-6 >359 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:39 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8,4=0-1-8. (lb)- Max Horz 2=246(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)5,2,4 except 3=-175(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6,3 except 2=331(LC 1),4=253(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-273/137 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-7-4,Exterior(2)7-7-4 to 11-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. C�ED P R Q--F--"•,\H ,- 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. � 1AG I N Ek- /Q 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. T 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,4 except Q.f �9 (jt=Ib)3=175. :92 10 P_ 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 7 OREGON 4/ /O -9), 2p 14, ..4,. P MRRII.\- EXPIRES: 12-31-2019 May 30,2019 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10r03l3015 BEFORE USE. Design valid for use only with MiTekO 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/7141 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 1809966 PLH-Lot 10 Willow Brook K6182020 1809966 JA06A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:45 2019 Page 1 I D:4SCrahJvWbQKkHC PgpbaEizBMD3-4000UsoCagwd_HtwMvxb4R?zDl2v?t6BXm9rHzBJyq -1-0-0 1-2-12 2-4-0 4-2-12 6-0-0 11-10-15 1-0-0 1-2-12 1-1-4 1-10-12 1-9-4 5-10-15 Scale=1:37.2 5 v I io 6.00 12 4 9 3 o rb • 8 2 3 �� I ►� 7 s */4x12 3x4 II 2-4-0 2-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.05 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-6 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:43 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2`Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-6:2x4 DF Std G REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8. (Ib)- Max Horz 2=246(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,2,4 except 3=-172(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6,3 except 2=333(LC 1),4=251(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-269/135 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-7-4,Exterior(2)7-7-4 to 11-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof Iced of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �0 P R()Fe will fit between the bottom chord and any other members. C cS 7)A plate rating reduction of 20%has been applied for the green lumber members. Gj� �NGI NEER cS/O 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. �f -? 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,4 except 't 89200 PE 1' (jt=lb)3=172. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. • 0' G '�OREGON \b` 44 1 �� <O .1)- 14, 2° -F- MFRRIL -6 P EXPIRES: 12-31-2019 May 30,2019 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekt connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and 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 1809966 PLH-Lot 10 Willow Brook K6182021 1809966 JA07 Jack-Open 2 1 Job Reference(optional) ' ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:46 2019 Page 1 ID:4SC rahJvWbQKkHC PgpbaEizBMD3-ZgaoiCprK_2i M8r4U4QA71zAjdeHeS7GQBVi NjzBJyp -1-0-0 3-0-0 6-0-0 13-10-15 1-0-0 3-0-0 3-0-0 7-10-15 Scale=1:40.4 6 v / I° 10 6.00 12 9 4 3 5 0 A 8 2 3x4 = 7 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 2-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-7 >359 180 TCDL 7.0 Rep Stress incr YES WB 0.00 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-P Weight:44 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. (Ib)- Max Horz 2=278(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,2,4,5 except 3=-176(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,3,4 except 2=333(LC 1),5=276(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-317/164 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 9-7-4,Exterior(2)9-7-4 to 13-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. c),0 P R OFt- 7)A plate rating reduction of 20%has been applied for the green lumber members. �( c c5' 8)Refer to girder(s)for truss to truss connections. NGj� _ •GI NE,`Cn s/O 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. T 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2,4,5 except 44 17 (jt=lb)3=176. 89200PE 1' 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. 0pL 4.7OREGON�� 70 -9)- 14, 2P -4- P MFR R 11-\--P' EXPIRES: 12-31-2019 May 30,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. MI" 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 1809966 PLH-Lot 10 Willow Brook K6182022 1809966 JA07A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:46 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-ZgaoiCprK_21M8r4U4QA71zAjdeHeS7G0BVi NjzBJyp -1-0-0 1-2-12 2-4-0 4-2-12 6-0-0 13-10-15 11-0-0 i 1-2-12 1 1-1-4 1-10-12 1-9-4 7-10-15 Scale=1:42.9 6 v s Ia 6.00 12 70 11 400000000000 4 3 0 rD m 9 2 1.1 �l Ia IIM 4x12 i 8 7 3x4 2-4-0 2-4-0 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 0.24 Vert(LL) -0.05 2-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-7 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 7 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:48 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7:2x4 DF Std G REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. (Ib)- Max Horz 2=277(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,2,4,5 except 3=-173(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,3,4 except 2=333(LC 1),5=276(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-313/162 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 9-7-4,Exterior(2)9-7-4 to 13-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide PR OFF will fit between the bottom chord and any other members. \ ��t N �L�s`O 7)A plate rating reduction of 20%has been applied for the green lumber members. (60 j E T8)Refer to girder(s)for truss to truss connections.9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. -9 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2,4,5 except 89200 P E t' (jt=1b)3=173. ,/� 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. `r ,/R" .„ 1:::1" �t `-1 ��OREGON / 4i r0 '9 14, V �4 �FRRILL EXPIRES: 12-31-2019 May 30,2019 t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03R015 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,not11111 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 1809966 PLH-Lot 10 Willow Brook K6182023 1809966 JA08 Jack-Open 2 1 Job Reference(optional) .. ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:47 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-1 s8AvYgT51AZ_IQG2nxPgV WLZ1_WNvNPfrFGv9zBJyo -1-0-0 2-3-5 5-3-5 A-0-0 15-10-15 1-0-0 2-3-5 I 3-0-0 0-8-11� 9-10-15 Scale=1:45.4 6 Ii''Ii 105 6.00 ,2 9 4 3 ,s 79 27- 8 2 1 3x4 = 7 4-6-10 6-0-0 4-6-10 1-5-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 2-7 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-7 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:49 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)6=Mechanical,2=0-5-8,7=Mechanical. (Ib)- Max Horz 2=309(LC 12) Max Uplift All uplift 100 lb or less at joints)6,4 except 3=-177(LC 12),5=-119(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,3,4 except 2=331(LC 1),5=359(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-361/191,3-4=-257/122 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 11-7-4,Exterior(2)11-7-4 to 15-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `'�cd P R Opt- 7) A plate rating reduction of 20%has been applied for the green lumber members. \` N�I N � SS pa 8)Refer to girder(s)for truss to truss connections. Gj E ,T 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,5. ,-? '?j 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4 except '4 -Q (jt=1b)3=177,5=119. Lt 89200PE c' 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. ,0001e i/ p ,7 OREGON � � 4�� /O q)- 14, 2 Q4 /1/ R R I I.\- 6 EXPIRES: 12-31-2019 May 30,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 61I1-7473 rev.10/032015 BEFORE USE. NI., 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 s building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 250 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 1809966 PLH-Lot 10 Willow Brook K6182024 1809966 JA08A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:48 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-V3iY7tg5sblQcR?SbVSeCj3W DQKI6MdZuV_pRczBJyn 1-0-0 1-2-12 2-4-0 4-2-12 6-0-0 15-10-15 r1-0-0 1-2-12 I1-1-4 1-10-12 11-9-4 I 9-10-15 Scale=1:49.3 6 I 6.00 12 10 11 5 ri 4 co 0 0 ac 3 A �e loi9 111.11111111." F Io -� 8 7 4x12 3x4 II 2-4-0 I 2-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.05 2-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-7 >468 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.02 7 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-P Weight:53 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7:2x4 DF Std G REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. (Ib)- Max Horz 2=308(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,4 except 3=-173(LC 12),5=-119(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,3,4 except 2=333(LC 1),5=359(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-356/189,3-4=-256/121 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 11-7-4,Exterior(2)11-7-4 to 15-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n 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 01,0) PR OFE will fit between the bottom chord and any other members. s 7)A plate rating reduction of 20%has been applied for the green lumber members. �Gj' ,AGI NEks, s4Q 8)Refer to girder(s)for truss to truss connections. U' 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. �� =9210P "1� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4 except =9210 Pyr c (jt=lb)3=173,5=119. rte": 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. f y IZ 4 OREGON 1) ki /O x4' 14, 2° 4 MFRRILL 6 EXPIRES: 12-31-2019 May 30,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ° Design valid for use only with MiTekl connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PH Quality Criteria,OSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182025 1809966 JA09 Jack-Open 1 1 Job Reference(optional) a ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:49 2019 Page 1 g I D:4SCrahJvW bQKkHCPgpbaEizBMD3-zFGxKDrjjdvRGEbae9Cztlwbh 3gg_rpti69kM_2zBJym �1-0-0 2-3-5 5-3-5 -0-0 17-10-15 1-0-0 2-3-5 3-0-0 0-8-11 11-10-15 Scale=1:50.5 8 7 11 6 4x6 i 4 6.00 5 0 7 12 ,. 3 m 10 2 1 ►i F.21 3x4 = 9 4-6-10 6-0-0 4-6-10 1-5-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 2-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-9 >359 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:54 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,9=Mechanical,8=Mechanical. (Ib)- Max Horz 2=340(LC 12) Max Uplift All uplift 100 lb or less at joint(s)8,5,7 except 3=-179(LC 12),6=-122(LC 12) Max Gray All reactions 250 lb or less at joint(s)9,8,3,5 except 2=331(LC 1),6=334(LC 19),7=298(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=405/218,3-5=-300/149 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-7-4,Exterior(2)13-7-4 to 17-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide t� will fit between the bottom chord and any other members. _D NG'PR OF` . 7)A plate rating reduction of 20%has been applied for the green lumber members. •((<,,‘‘ cs 8)Refer to girder(s)for truss to truss connections. Gj I F /O 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,5,6,7. R 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,5,7 except �9 (jt=lb)3=179,6=122. 89200PE 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7. 211 p4.7 OREGON� ,44/ 'O Y 14, 2P 4 MFRRI��q EXPIRES: 12-31-2019 May 30,2019 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7477 rev.10/03I2015 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 11114 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety/nfotmat/on available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182026 1809966 JA09A Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:50 2019 Page 1 I D:4SC rahJvW bQKkHCPgpbaEizBMD3-RRgJXZs LODZ7r19rjvU6188sjE?Da G7rLpTw W U zBJyl 1-0-01-2-12124-0 1 4-2-12 6-0-0 17-10-15 1-0-0 1-2-1211-1-4'1-10-12 1-9-4 11-10-15 Scale=1:55.0 8 � I 7 0 12 6 4x6 6.00 112 4 5 4 a, • 3 Q. 11 2 Ia 810 9 4x12 i 3x4 I 2-4-0 2-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.05 2-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-9 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:58 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-9:2x4 DF Std G REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,9=Mechanical,8=Mechanical,3=0-3-2. (Ib)- Max Horz 2=340(LC 12) Max Uplift All uplift 100 lb or less at joint(s)8,5,7 except 3=-174(LC 12),6=-122(LC 12) Max Gray All reactions 250 lb or less at joint(s)9,8,3,5 except 2=333(LC 1),6=334(LC 19),7=298(LC 19) FORC:ES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-399/215,3-5=-299/148 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-7-4,Exterior(2)13-7-4 to 17-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �(p PR QFt-s will fit between the bottom chord and any other members. rGINE"-*zCs/©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.9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6,7. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift at joint(s)8,5,7 except `t200PE t' (jt=1b)3=174,6=122. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7. „0111110r.-0.' OAP 4, 4.7 OREGON 4Q <O xik14, 2° MFRRIL�-Q' EXPIRES: 12-31-2019 May 30,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �y 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 MiTekD is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182027 1809966 JA10 Jack-Open 1 1 Job Reference(optional) ` ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:51 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMO3-vdNhlvtz9Wh_Tvk1 Hd?LgLhOyeLSJjM?aTDT2xzBJyk 3-0-0 6-0-0 19-10-3 3-0-0 3-0-0 13-10-3 Scale=1:55.4 6 105 9 4x6 o � 6.00 12 3 0 2 11/ 8 1 i=. 3x4 = 7 1-0-12, 3-0-12 6-0-0 l -0-12 2-0-0 2-11-4 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 0.28 Vert(LL) -0.06 1-7 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-7 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:56 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 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)1=0-5-8,4=0-1-8,5=0-1-8,2=0-1-8. (Ib)- Max Horz 1=356(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6 except 4=-153(LC 12),5=-118(LC 12),2=-245(LC 12) Max Gray All reactions 250 lb or less at joint(s)1,7,6 except 4=340(LC 19),5=382(LC 19),2=379(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=458/244,2-4=-305/158 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 15-6-8,Exterior(2)15-6-8 to 19-9-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 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. C P R QF` 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5,2. '` ss 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) CNNGI I'4 4=153,5=118,2=245. O�G R 2 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,5,2. 9 Ct 7.92+0 411",--°°- (44111P * ,7 OREGON �tv� "O 14, 2.0\1>'P-�- MFR R I l.L EXPIRES: 12-31-2019 May 30,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property 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 P 1 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 ANSNTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182028 1809966 JA10A Jack-Open 1 1 • Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:52 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-Ngx3yFtbwgpr53J DgKXaNZDCC2hh2Ac8o7y0aNzBJyj 1-0-0f1-2-1212-4-01 4-2-12 8-0-0 19-10-3 4-0-0'1-2-12 1.1-4 1-10-12 1-9-4 13-10-3 Scale=1:60.6 6 1,9 137 12 6 4x6 o le#,,,,(1/1"11 6.00 12 45 _d 11 2 1 . 3 jo 10 9 4x12 3x4 I 2-4-0 2-4-0 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 0.24 Vert(LL) -0.05 2-9 >999 240 MT20 220/195 (Roof Snow=25.7) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-9 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:63 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-9:2x4 DF Std G REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,9=Mechanical,8=Mechanical,3=0-3-2. (Ib)- Max Horz 2=370(LC 12) Max Uplift All uplift 100 lb or less at joint(s)8,5 except 3=-175(LC 12),6=-122(LC 12),7=-118(LC 12) Max Gray All reactions 250 lb or less at joint(s)9,8,3,5 except 2=333(LC 1),6=282(LC 19),7=392(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=442/242,3-5=-341/174,5-6=-280/139 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 15-6-8,Exterior(2)15-6-8 to 19-9-7 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p S 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��d P R OFE will fit between the bottom chord and any other members. L 7)A plate rating reduction of 20%has been applied for the green lumber members. �Gj 0,‘G NE F9 Q 8)Refer to girder(s)for truss to truss connections. - 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6,7. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,5 except 89200 P E (jt=lb)3=175,6=122,7=118. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7. AY /Or -YG OREGON,\� ttr Ari}` 14, 2.0 MFRRtt�- v EXPIRES: 12-31-2019 May 30,2019 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 nee 10/03/2015 BEFORE USE. �,I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not111 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 1809966 PLH-Lot 10 Willow Brook K6182029 1809966 JB01 Jack-Open 1 -1 Job Reference(optional) ` ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:53 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-rOVRAbu Eh8xiiDuQO22pvmmQyR83ncs11 nia7pzBJyi -1-0-0 0-11-8 1-10-15 1-0-0 0-11-8 0-11-8 Scale=1:17.3 3 6.00 12 5 . 2 1 ld 7 8 9 LUS24 LUS24 LUS24 3x4 = 5 4 I 800 I 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.07 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.20 2-5 >453 180 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:18 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 No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=201/0-3-8,4=-357/Mechanical,3=42/Mechanical,5=457/0-5-8 Max Horz 2=63(LC 12) Max Uplift 2=-26(LC 12),4=-713(LC 5),3=-38(LC 12) Max Gray 2=220(LC 18),3=43(LC 19),5=915(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. • 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. PR Opp 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3 except(jt=lb) 'e F`ss 4=713. , CAINE�Co \AER /0 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 4-0-0 oc max.starting at U' /jj 2-0-12 from the left end to 6-0-12 to connect truss(es)to front face of bottom chord. �/ -9 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 4-0-12 from the left end to connect 89200 P E f truss(es)to front face of bottom chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down. 12)Fill all nail holes where hanger is in contact with lumber. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �+ LOAD CASE(S) Standard QL OREGON tV� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 i � 44 Uniform Loads d 1(364.2-4=-20If) "0 X4 r 14, 4, 20 � RRII.L nj� EXPIRES: 12-31-2019 May 30,2019 / 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10Po3R015 BEFORE USE. me Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMil 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,Alexandra,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply 1809966 PLH-Lot 10 Willow Brook K6182030 1809966 JB02 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:54 2019 Page 1 ID:4SCrahJvW bQKkHC Pgpba EizBMD3-KC3q Nxv5S R3ZKMTcyIZ2S_IaBrUT W36RGRR7fFz BJyh -1-0-0 1-11-8 3-10-15 1-0-0 1-11-8 1-11-8 Scale=1:17.1 3 6.00 12 6 2 1 • � Io 3x4 = 5 4 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.06 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.32 Vert(CT) -0.19 2-5 >475 180 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:23 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 No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=107/Mechanical,2=260/0-3-8,4=-345/Mechanical,5=445/0-5-8 Max Horz 2=106(LC 12) Max Uplift 3=-87(LC 12),2=-48(LC 12),4=-691(LC 5) Max Gray 3=120(LC 19),2=263(LC 19),5=889(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. �Ed PR OFF 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2 except(jt=lb) � Ss 4=691. �c:5 NGtNER /0 �9t' 89200PE - 4 OREGON tti� fQ -9).- 14 2.0 4 MRRt�� Q' EXPIRES: 12-31-2019 May 30,2019 t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7/73 rev.10/e32015 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,not1111111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/U.11 quality Criteria,DSB-89 end 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 1809966 PLH-Lot 10 Willow Brook K6182031 1809966 J803 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:55 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-oPdCbHwUDIBQyW1 oWT4H?BrjTFgiFWMbV5BhBizBJyg 2-10-2 5-8-15 8-0-0 2-10-2 2-10-14 2-3-1 Scale=1:19.5 2 6.00 5 111111 • r m :� Id 3x4 = 4 3 5-8-35-8,-15 8-0-0 5-8-3 0-d-�2 2-3-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 1-4 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.32 Vert(CT) -0.19 1-4 >475 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:25 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=234/0-3-8,2=177/Mechanical,3=-345/Mechanical,4=445/0-5-8 Max Horz 1=133(LC 12) Max Uplift 1=-31(LC 12),2=-137(LC 12),3=-691(LC 5) Max Gray 1=237(LC 18),2=197(LC 18),4=889(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=1b) 2=137,3=691. '`<<,4cO P R QF1 ss co NGI NEF� 01, ;9200P L ,,OREGON <v� 14, 2.() Q"4` M�RRit-� 6 EXPIRES: 12-31-2019 May 30,2019 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,not11111 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/D.11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182032 1809966 JC01 Jack-Open 2 1 s Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:56 2019 Page 1 I D:4S C rahJv W bQKk HC PgpbaEizBMD3-GbBaodx6_3J HZgc?3Ab WXPOxAf21_zckj IwEjfzBJyf -1-0-0 0-11-8 1-10-15 1-0-0 0-11-8 I 0-11-8 Scale=1:13.5 3 6.00 112 5 2 N 1 to ♦ 6 7 4 LUS24 LUS24 3x4 = 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.07 2-4 >978 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.22 2-4 >326 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 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 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=204/0-5-8,4=59/Mechanical,3=40/Mechanical Max Horz 2=63(LC 12) Max Uplift 2=-26(LC 12),3=-38(LC 12) Max Gray 2=225(LC 18),4=118(LC 5),3=41(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=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. P R 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. .<((,�EO �Fc v.0 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at .. - GI N�'FR /p 2-0-12 from the left end to 4-0-12 to connect truss(es)to front face of bottom chord. 2 11)Fill all nail holes where hanger is in contact with lumber. ./ -57:1- 12) p 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 89200 P E 1' LOAD CASE(S) Standardyr 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 -!-.. p ; Uniform Loads(plf) Vert:1-3=-64,2-4=-20 p � ,�OREGON�� ((j /O '9)- 14 2° p4 MRRIL- e' EXPIRES: 12-31-2019 May 30,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the ( e 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 1809966 PLH-Lot 10 Willow Brook K6182033 1809966 JCO2 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:57 2019 Page 1 I0:4SC rahJvW bQKkHC PgpbaEizBMD3-kn ly?yxkl MR8 Bq BBdt614cw5Y3Osj QrtyPgn GazBJye -1-0-0 1-11-8 3-10-15 1-0-0 1-11-8 1-11-8 Scale=1:15.3 3 6.00 112 ,,, 4 3x4 = 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:20 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. (ib/size) 3=102/Mechanical,2=265/0-5-8,4=57/Mechanical Max Horz 2=106(LC 12) Max Uplift 3=-85(LC 12),2=-49(LC 12) Max Gray 3=115(LC 19),2=268(LC 19),4=114(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. P 8)Refer to girder(s)for truss to truss connections. Q R Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. <<51N FL ss �kr�\co NGINEFR /o?'9f' =9200P. p47 OREGON WQ 'O r 14, 2° Qk" EXPIRES: 12-31-2019 May 30,2019 f A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182034 1809966 JC03 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:58 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-C_JKDIyMWgZ?p_mNBbe_cgTEkSk5St51 B3PLo1 zBJyd -1-0-0 2-11-8 5-10-15 1-0-0 2-11-8 2-11-8 Scale=1:20.2 3 6.00 112 5 2 i r 1 S 13 ►, o 3x4 = 4 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deb Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:25 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=171/Mechanical,2=324/0-5-8,4=57/Mechanical Max Horz 2=151(LC 12) Max Uplift 3=-135(LC 12),2=-72(LC 12) Max Gray 3=202(LC 19),2=332(LC 19),4=114(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. c [O P R Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) ��`� F4 ss 3=135. � 5 yGtNEF0' /:9, 89200PE 74. 47 OREGON 44 cc- 'O x4- 14, 2° P$ EXPIRES: 12-31-2019 May 30,2019 f A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7173 rev.10/0312O15 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182035 1809966 JDO1 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:58 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-C_JKDIyMWgZ?p_mNBbe_cgTHfSvGSt51 B3PLo1 zBJyd -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:10.3 3 5 6.00[12 1 2 1 ! 1 1r2 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 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:10 lb FT=20% BOX 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=40/Mechanical,2=165/0-5-8,4=19/Mechanical Max Horz 2=63(LC 12) Max Uplift 3=-38(LC 12),2=-50(LC 12) Max Gray 3=41(LC 19),2=185(LC 18),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. [1 P R OFt 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. ``\-)5..C1‘AG NPR .0 <c, z9200P 4t' fl-y� cc OREGON 141 /O -9Y 14, 2()\ 4 12) MFRRIU\- EXPIRES: 12-31-2019 May 30,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Sate 312,Alexandria,VA 22314. • Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182036 1809966 JZO1 Jack-Open Girder 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:41:59 2019 Page 1 I D:4SCrah JvWbQKkHC PgpbaEizBMD3-gAsjQez?H_hsQ8LZI I9D910S RsBFBKLAPj9u KTzBJyc -1-0-0 0-11-8 1-10-15 1-0-0 0-11-8 { 0-11-8 Special Scale=1:10.3 3 5 6.00 12 2 1 1 1 1 IcP 6 LUS24 4 3x4 = 4-0-0 4-0-0 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 0.05 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.35 Vert(CT) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=183/0-3-8,4=39/Mechanical,3=56/Mechanical Max Horz 2=63(LC 12) Max Uplift 2=-37(LC 12),3=-60(LC 12) Max Gray 2=202(LC 18),4=78(LC 5),3=57(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. - cc Q R Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. .'( ' Fus( 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect � G`NE�R �p truss(es)to front face of bottom chord. 1- 11)Fit all nail holes where hanger is in contact with lumber. 'f T� 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)29 lb down and 53 lb up at 4t. .9200 P 1-10-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15A-OREGON Uniform Loads(plf) -PG 2! �Q A. Vert:1-3=-64,2-4=-20 0 9� 14 20 w* Concentrated Loads(Ib) Vert:3=-15(F) MFPRO- EXPIRES: RO-EXPIRES: 12-31-2019 May 30,2019 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 1809966 PLH-Lot 10 Willow Brook K6182037 1809966 JZ02 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:00 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-8MQ5e_d1 Hpj2Hwm IOgSiFYcgGXgwnbKeNuSsvzBJyb -1-0-0 1-11-8 3-10-15 1-0-0 1-11-8 1-11-8 Scale=1:15.3 3 1122 1 PAIIIMIll T -00- 6.00 4 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress!nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:18 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=107/Mechanical,2=241/0-3-8,4=38/Mechanical Max Horz 2=106(LC 12) Max Uplift 3=-87(LC 12),2=-60(LC 12) Max Gray 3=120(LC 19),2=244(LC 19),4=76(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. c�- p PR t 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. CO' `'c N E�`ss/a �4� T 29 89200PE <' 40#.10.„,...Z.--,.. .y „ OREGON 4 NL'Oi4` 414, Q4 MFRRILV ei EXPIRES: 12-31-2019 May 30,2019 4 MOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mra II-7473 v.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 mit 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182038 1809966 SA01 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:01 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-cZ_TrK_FobxZgRVysjBhES5nvgxzfErTt1 a?PLzBJya -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:10.3 3 5 6.00 12 111 2 1 ' ' 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 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!nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:10 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=40/Mechanical,2=165/0-5-8,4=19/Mechanical Max Horz 2=63(LC 12) Max Uplift 3=-38(LC 12),2=-50(LC 12) Max Gray 3=41(LC 19),2=185(LC 18),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. �t P Fc 8)Refer to girder(s)for truss to truss connections. Q a G 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. �\ �.`�(, NG t NEC- 0,4 r Ct :92 1 OP9c' s, ' 4 OREGON�� 44/� /O qk 14, EXPIRES: 12-31-2019 May 30,2019 t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM-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 MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing F 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/TPI1 quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182039 1809966 SA01A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:02 2019 Page 1 I D:4SCrahJvW bQKkHCPgpbaEizBMD3-51Yr3g?tZv3Q Hb48Q Riwn geyA4 HCOh5c6h NYxozBJyZ 1-10-15 210-91 1-10-15 0-1- Scale=1:10.3 2 6.00 12 1 1111 illailibmmill.11111.1111111111 11') 3x4 = 3 1-10-15 20-6 1-10-15 0-1- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:8 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) 1=79/0-5-8,3=19/Mechanical,2=59/Mechanical Max Horz 1=48(LC 12) Max Uplift 1=-8(LC 12),2=-48(LC 12) Max Gray 1=79(LC 1),3=39(LC 5),2=59(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=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. �`nc O P D nFrss `° NG1NEFq /O 444 o 89200PE 411, OREGON l�v 1 i4, • 2a MFR R I L.\ EXPIRES: 12-31-2019 May 30,2019 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/TPt 1 Quality Criteria,OSB-8.9 and BCSI Building Component 250 Klug Circle Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 c Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182040 1809966 SA02 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:03 2019 Page 1 I D:4SCrahJvW bQKkHCPgpbaEizBMD3-Zx6DGOO V KCBHvIfL_8D9JtA6oTcR78Lm KL76TEzBJyY -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1-10-15 Scale=1:15.5 3 6.00 112 / c 5 O 2 Wi ,i ►_ ►_• 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deb L/d 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:15 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=113/Mechanical,2=217/0-5-8,4=19/Mechanical Max Horz 2=106(LC 12) Max Uplift 3=-89(LC 12),2=-69(LC 12) Max Gray 3=125(LC 19),2=220(LC 19),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. C-� PR OFE 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. •`` ea G1 NEz- (9/Q /L 89200PE 9r L ,, OREGON lV� �O -9 r 14, 2.°1\ MFR R 11..\- 'e) EXPIRES: 12-31-2019 May 30,2019 � t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7173 rev.11V03l1015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �a a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall } ; building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Niel( 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 BCS/Building Component _ 250 Klug Circle Safety Information available from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182041 1809966 SA02A 'Jack-Open 1 1 Job Reference(optional) ` ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:03 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-Zx6DG00 VKCBHvIfL_8D9JtA6bTc078LmKL76TEzBJyY 2-0-0 3-10-15 2-0-0 I 1-10-15 Scale=115.5 2 6.00 12 p d a N 1 limmiimil 304 = 3 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-P Weight:13 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) 1=143/Mechanical,2=123/Mechanical,3=20/Mechanical Max Horz 1=92(LC 12) Max Uplift 1=-33(LC 12),2=-94(LC 12) Max Gray 1=143(LC 19),2=128(LC 19),3=40(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2 ,10,'0 cO PROF cL��5 ,NGI NEFR /01, S 2O0PE Allr i„ . -5IZ -yL 4 OREGON N� �4/ 76 14, 2- P4 4,/ RRILA- 0 EXPIRES: 12-31-2019 May 30,2019 ' A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI/-7Q3 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,notMit a truss system.Before use,the building degigner 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/TPf1 qualify Criteria,DSB-89 end 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 1809966 PLH-Lot 10 Willow Brook K6182042 1809966 SB01 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:04 2019 Page 1 I D:4SCrahJvW bQKkHCPgpba EizBMD3-18gbTM 175 WJ 8XvEXXs kOs5j IAtyfs bavZ?sfOgzBJyX -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:10.3 3 5 6.00 112 r, 2 1 ' 1‘7'' 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:10 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=42/Mechanical,2=163/0-3-8,4=20/Mechanical Max Horz 2=63(LC 12) Max Uplift 3=-38(LC 12),2=-49(LC 12) Max Gray 3=43(LC 19),2=182(LC 18),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. D PR QF- 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. �``'GINE �` A-) ,T /L 89200PE 9� P 4,1 OREGON 4, 5 �O 14, 2� $ SFR R 10-6 EXPIRES: 12-31-2019 May 30,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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/rPl1 Quality Criteria,DSB-8.9 and BC5/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 1809966 PLH-Lot 10 Willow Brook K6182043 1809966 SB02 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:05 2019 Page 1 I D:4SC rahJvW bQKkHC PgpbaEizBMD3-VKE_h i2lsgS?83oj5ZGd PIGS6 H Ivb2g3oecCY7zBJy W 2-0-0 3-10-15 2-0-0 I 1-10-15 Scale=1:15.5 2 6.00 112 15 4 O N 3x4 = 3 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:13 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) 1=375/0-5-8,2=122/Mechanical,3=19/Mechanical Max Horz 1=92(LC 12) Max Uplift 2=-94(LC 12) Max Gray 1=376(LC 19),2=127(LC 19),3=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2. �Ed PR OFC LOAD CASE(S) Standard �(, s 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 �Gj� ?IN EER O Uniform Loads(plf) I, Vert:1-2=-64,1-3=-20 Concentrated Loads(lb) $9200PE Vert:1=-234 pr:.) ,�OREGON 4, j0 Aik. 14, 2.0 $ fa) EXPIRES: 12-31-2019 May 30,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10103/2015 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 's 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 c Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182044 1809966 SB03 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:06 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-zWnMu 12od7asmCNwfGnsxWoaGhe8KV4COILm4ZzBJyV 2-0-0 5-10-15 2-0-0 3-10-15 Scale=1:20.7 2 11 � 6.00 112 4 o rf, 1 3x4 = 3 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-P Weight:17 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) 1=439/0-5-8,2=186/Mechanical,3=19/Mechanical Max Horz 1=137(LC 12) Max Uplift 1=-5(LC 12),2=-142(LC 12) Max Gray 1=444(LC 19),2=208(LC 19),3=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 2=142. Ort 0 LOAD CASE(S) Standard -<c'sPNGPN dip 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 /- Uniform Loads(plf) Vert:1-2=-64,1-3=-20 89200PE Concentrated Loads(Ib) Vert:1=-234 MallP 4 OREGON Ix L j I. 70 .7,1 14, 114, 2. 4 ' M�RRII.L � EXPIRES: 12-31-2019 May 30,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" ek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety/nformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182045 1809966 SCO1 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:07 2019 Page 1 I D:4S CrahJvW bQKkHC PgpbaEizBMD3-Ri Lk6 N300RijOMy6 D_I5 Uj LpO5_N3yKM Fy5J c?zBJ yU -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:10.3 3 5 6.00 12 2 1 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 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:10 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=40/Mechanical,2=165/0-5-8,4=19/Mechanical Max Horz 2=63(LC 12) Max Uplift 3=-38(LC 12),2=-50(LC 12) Max Gray 3=41(LC 19),2=185(LC 18),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. Q P R Opp 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. •`((�N �N�� OO 89200PE 400 "1-/ .` pG ,1-/OREGONCk 4,/ /O C 14, 2� P4 MFRRlL\- EXPIRES: 12-31-2019 May 30,2019 f _ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/032015 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 end 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 1809966 PLH-Lot 10 Willow Brook K6182046 1809966 SCO2 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:08 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-vvv6Jj4e9lga?WXImhpKOxuzXUKcoPaVUcgt9RzBJyT -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1-10-15 Scale=1:15.5 3 6.00 112 5 O 2 1 .4.M11-1=11111111 ►_• 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 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:15 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=113/Mechanical,2=217/0-5-8,4=19/Mechanical Max Horz 2=106(LC 12) Max Uplift 3=-89(LC 12),2=-69(LC 12) Max Gray 3=125(LC 19),2=220(LC 19),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=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 Il;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. P R Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. �� (( NGI NE�n S/a F .L 414 =924 1! 101P, %. 4OREG ON� tv� <O -9�` 14, 2. N;:' M -RR10- EXPIRES: 12-31-2019 May 30,2019 t a. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 ANSIITP11 Quality Criteria,055-89 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 1809966 PLH-Lot 10 Willow Brook K6182047 1809966 SC03 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:08 2019 Page 1 I D:4SCrahJvWbQKkHC PgpbaEizBMD3-vvv6Jj4e91ga?WX1m hpKOxu_fU KcoPa V Ucgt9RzBJyT � 1-10-15 210-9 1-10-15 0-1- Scale=1:10.3 2 6.00 12 1 • � I8 ►t 3x4 = 3 1-10-15 2T0-0 1-10-15 0-1- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:8 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) 1=79/0-5-8,3=19/Mechanical,2=59/Mechanical Max Horz 1=48(LC 12) Max Uplift 1=-8(LC 12),2=-48(LC 12) Max Gray 1=79(LC 1),3=39(LC 5),2=59(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)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. �E� P R OFCss ��cr�\c,�`'�c 96 NEER /a�9 8200PE 4./06*** • • 74. ,7 OREGON �� f0 xik14, V 4 �FRRII�- EXPIRES: 12-31-2019 May 30,2019 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 L" Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182048 1809966 SC04 Jack-Open 1 1 1. Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:09 2019 Page 1 I D:4SCrah JvW bQKkHC PgpbaEizBMD3-N5TUX35Gw2yRdg6 U KP KZZ8Q86ufrXsgejGaQh uzBJyS 2-0-0 3-10-15 2-0-0 1-10-15 Scale=1:15.5 2 6.00 1124 P b v o N 1 1. 3x4 = 3 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 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) 1=141/0-5-8,2=122/Mechanical,3=19/Mechanical Max Horz 1=92(LC 12) Max Uplift 1=-33(LC 12),2=-94(LC 12) Max Gray 1=142(LC 19),2=127(LC 19),3=39(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. EPROF �� Gs NNFs/ c.. c9 s it.. �� '49200P AIIP ,, /�r, P cn ,,t7 OREGON�� ,V� ./64` 14, 2� p'4- MFR R I I-\-6 EXPIRES: 12-31-2019 May 30,2019 1 ► A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 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 budding 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 ANSIITPl1 Quality Criteria,OSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 a Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182049 1809966 SZO1 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:10 2019 Page 1 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-sH1 tkP5uh M41 Fghhu6ro6MzKet?4GJ3oxwJzDKzBJyR -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:10.3 3 5 V 6.00 112 2 Ms1 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:10 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=40/Mechanical,2=165/0-5-8,4=19/Mechanical Max Horz 2=63(LC 12) Max Uplift 3=-38(LC 12),2=50(LC 12) Max Gray 3=41(LC 19),2=185(LC 18),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. P R 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. � �NGIN Q c5'�© 89200PE 74. ,�OREGON� 4lv� "9k 14, V $ /1/ F11311,..\- EXPIRES: RRII.LEXPIRES: 12-31-2019 May 30,2019 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/201$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/TM Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 C Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182050 1809966 201 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:12 2019 Page 1 I D:4SCrahJvW bQKkHC Pgpba EizBMD3-og9d9578DzKO U 7r3?Xu GBn2eH6gu kB P5PEo41 DzBJyP -1-0-0 3-6-8 3.10-1)5 6-1-1 ¢5-81 10-0-0 11-0-0 1-0-0 3-6-8 0-4-7 2-2-2 0-4-7 3-6-8 1-0-0 Scale=1:22.6 5x6 \\ 4x6 3 6.00 12 . W 111111111, • 10 11 Sit co 0 5 `v 2 12 13 14 15 8 3x4LUS24 2x4 II 3x4 = = LUS24 3x4 - LUS24 LUS24 3-6-8 6-5-8 10-0-0 3-6-8 2-10-15 3-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.03 7-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.07 Horz(CT) 0.01 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:50 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 3-4:2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):3-4. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=665/0-5-8,5=665/0-5-8 Max Horz 2=-40(LC 11) Max Uplift 2=-234(LC 10),5=-234(LC 11) Max Gray 2=852(LC 29),5=852(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1121/352,3-4=-909/340,4-5=-1122/350 BOT CHORD 2-8=-287/917,7-8=-291/909,5-7=-282/918 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 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. �Ep P R Opts 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Opts 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .. �t,\GI N,E F , si© will fit between the bottom chord and any other members. � /� 8)A plate rating reduction of 20%has been applied for the green lumber members. �/ 'S� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 89200P E 2=234,5=234. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. :Il " 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at "`y, - 2-0-12 from the left end to 7-11-4 to connect truss(es)to back face of bottom chord. In 1:t 12)Fill all nail holes where hanger is in contact with lumber. -7i AA__OREGON 4i 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)248 lb down and 204 lb up at i- '2 0\ 3-8-5,and 248 lb down and 203 lb up at 6-3-11 on top chord. The design/selection of such connection device(s)is the Q r 14 r 2 P4 responsibility of others. /� 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). "'FR R 11..\- LOAD CASE(S) `LLOADCASE(S) standard EXPIRES: 12-31-2019 May 30,2019 Continued on oaae 2 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/032015 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 1111111 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,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook K6182050 1809966 Z01 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:12 2019 Page 2 ID:4SCrahJvWbQKkHCPgpbaEizBMD3-og9d9578DzK0U7r3?Xu GBn2eH6gukBP5PEo4IDzBJyP LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-6=-64,2-5=-20 Concentrated Loads(Ib) Vert:3=-149 4=-149 12=-19(B)13=-18(B)14=-18(B)15=-19(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety/nformadon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 4 Job Truss Truss Type Qty Ply 1809966 PLH-Lot 10 Willow Brook 1809966 202 Common 4 1 K6182051 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Thu May 30 11:42:13 2019 Page 1 I D:4SCrahJvW bQKkHC PgpbaEizBMD3-Gsj?MR8n_HSt6HQGZ FPVj_bpFVOtTe V Eeu yegfzBJyO -1-0-0 5-0-0I 10-0-0 11-0-0 1-0-0 5-0-0 5-0-0 1-0-0 Scale=1:21.9 4x6 = 3 6.00 12 8 7 2 4 5 `o 1 ` Io 2x4 I I 3x4 = 3x4 = 5-0-0I 10-0-0 I5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.03 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:46 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. (lb/size) 2=479/0-5-8,4=479/0-5-8 Max Horz 2=-58(LC 17) Max Uplift 2=-125(LC 12),4=-125(LC 13) 1 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-498/176,3-4=498/176 BOT CHORD 2-6=-32/366,4-6=-32/366 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `' t will fit between the bottom chord and any other members. �`�� PROF`ss 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �Gj v\G t N E`C 'b 2=125,4=125. �Gfg R 29 ' 89200PE r 4/0,00f.s.. . - '7 OREGON�� LC 1/ <O "i}e 14, 2.0 R"�' �FRRIL- Q' EXPIRES: 12-31-2019 May 30,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 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 wit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall li 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 h= Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 Failure to Follow Could Cause Property dimensions shown in ft-in-sixteenths p y 1 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury 1EDimensions are in ft-in-sixteenths. I I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16" wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ bracing should be considered. 111.1111411or 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ! -3-33-Lip,Awrbila- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locateI, c�-a ce-� cs-s 0F designer,erection supervisor,property owner and plates 0- 1116"from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. P 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that " Indicated by symbol shown and/or I Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. i Indicates location where bearings 16.Do not cut or alter truss member or plate without prior I� (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. =0 reaction section indicates joint 9 IIIIIIIE number where bearings occur , 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IIIIIIII Mlle ►� milI 18.Use of green or treated lumber may pose unacceptable �� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, I\,I Ike I( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSItTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015