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Plans 111489 slik/ C/AABI&IPL sr MSr2o19-OO8Qi R , mitJUL 232019 CITY-�Y 4��= TI�1���-7D LDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 April 23, 2019 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly ours, avid Baxter, .E., S.E. Chief Engineer MiTek USA DB (coo P R OFFss 44, �NGINE�cR /p29 :9200PE s • yG ,�OREGON,\� �lV /Q y 14, 2� pk' 04/23/2019 Ali)/ ERRILLqv EXPIRES: 12-31-2019 MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 2018821 2018821 PLH-3213 Rainier A 2x6 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: K6421068 thru K6421137 My license renewal date for the state of Oregon is December 31,2019. •St• c?„V PROp ,c„• 0NGlN49 /0 89200PE <` , OREGONb tti 1940711/k 14, 24\ -4- & R„L- July 22,2019 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. MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 2018821 2018821 PLH- 3213 Rainier A 2x6 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: K6421068 thru K6421137 My license renewal date for the state of Washington is May 16,2021. ., ,RRILL , �t9 0CwAs � f-�, 4„p 51398 4 v. July 22,2019 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. Jol>w Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421068 2018821 A01 CAL HIP 1 2 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:51 2019 Page 1 I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-JCIDgrIIVz19-3-12 25-2-10 30 -9 ,558zTP4VMDXGK9AIxxa2Oeg2GYg$KtgXaywcdA 35-0-8 8-7-8 -03-7-0 3-9-0 0-6- 5 15-5-15 5-10-14 5--10-14 1 55$-15 0-63115 3-9-0 I 33-7-0 31-0-d Scale=1:74.0 5x10 - 4x12 = 4x8 =2x4 II 4x12 = 5x10 8.00 1 4 .4 25 i,,26 1 27 28 29 L 30 31 32 9,5, 33 W 34 .9 2x4 ,_u 'Fr ' lq111• , 2x4 i 3 10 0) V 2 11 a`T 1 Otti II II 11 SII II 11 - 11 11 H I1. H 11 II 9 II II IIMCM II II II \ 144.,1 N 0 36 37 38 17 39 40 41 16 42 43 44 15 45 46 4714 48 49 50 13 51 52 53 4x8 = o o o LUS244x12 = LUS24 LUS242x4ILUS24 8x8 = LUS24 2x4 II LUS24 4x12 = LUS24 LUS24 4x8 = LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 7-4-0 13-4-14 19-3-12 25-2-10 31-3-8 38-7-8 7-4-0 6-0-14 5-10-14 1 5-10-14 6-0-14 7-4-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-10],[4:0-3-12,0-2-8],[9:0-3-12,0-2-8],[11:0-8-0,0-1-10],[15:0-2-0,0-5-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) 0.22 15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.48 15-16 >960 180 TCDL 7.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.15 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-MRH Weight:522 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x6 DF No.2*Except* 2-0-0 oc purlins(5-6-5 max.):4-9. 11-15:2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 9-8-11 oc br. •. WEBS 2x4 DF Std G ��� 0 1-%R Oise, REACTIONS. (lb/size) 2=3924/0-5-8,11=3922/0-5-8 \� �NG'�NErr �p Max Hoa 2=156(LC 23) �� �✓. Max Uplift 2=-1554(LC 8),11=-1553(LC 9) 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6386/2608,3-4=-6236/2574,4-5=-5165/2200,5-7=-86533554,7-8=-8615/3529, 8-9=-5165/2198,9-10=-6239/2573,10-11=-6392/2610 BOT CHORD 2-17=-2164/5236,16-17=-3139/7833,15-16=-3139/7833,14-15=-3102/7833, © Cr 13-1 WEBS 3-17=-290/304,4 17=-774/2535,5-17=-3434/1441,5-16=0/485,5-15=-417/1076, FG/ �q REGQN� �<(( 7-15=-985/674,8-15=-392/1055,8-14=0/458,8-13=-3433/1443,9-13=-777/2542, Q Y 14, 2' 0'- 10-13=-289/303 4,jR R I L` NOTES- 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: EXPIRES: 12-31-2019 Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to 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.Opsf;h=25ft;Cat.II;Exp B;Enclosed; vs,V,RRILL.. MWFRS grip (envveelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate ��Q 0A� � 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 . /' GAO�.� 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs III j '•!ai non- concurrent with other live loads. ikgji 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,;r_,f? r 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide iKiiS 1 9� 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. Off' GISTER 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1554 lb uplift at joint 2 and 1553 lb �SS'ONALCs uplift at joint 11. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)11. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 22,2019 dr ltiueodlelmaleiQside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 1 ...I. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not la 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 1yliTek4 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 2018821 PLH-3213 Rainier A 2x6 K6421068 2018821 A01 CAL HIP 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:51 2019 Page 2 ID:NkxgiIF43nKgKN 1 GVnG6ukywDjZ-JCIDgrVz5zTP4VMDXGK9AIxxa2Oeg2GYgKtgXaywCdA NOTES- 14)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 36-6-12 to connect truss(es)to front face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)616 lb down and 612 lb up at 7-11-9,260 lb down and 205 lb up at 10-0-12,268 lb down and 210 lb up at 12-0-12,269 lb down and 211 lb up at 14-0-12,269 lb down and 211 lb up at 16-0-12,269 lb down and 212 lb up at 18-0-12,270 lb down and 193 lb up at 19-3-12,269 lb down and 212 lb up at 20-6-12,269 lb down and 211 lb up at 22-6-12,269 lb down and 211 lb up at 24-6-12,268 lb down and 210 lb up at 26-6-12,and 260 lb down and 205 lb up at 28-6-12,and 616 lb down and 612 lb up at 30-7-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-9=-64,9-12=-64,18-21=-20 Concentrated Loads(Ib) Vert:7=-195 15=-58(F)24=-616 25=-195 26=-195 27=-195 28=-195 29=-195 30=-195 31=-195 32=-195 33=-195 34=-195 35=-616 36=-95(F)37=-42(F)38=-48(F) 39=-57(F)40=-58(F)41=-58(F)42=-58(F)43=-58(F)44=-58(F)45=-58(F)46=-58(F)47=-58(F)48=-58(F)49=-58(F)50=-57(F)51=-48(F)52=-42(F)53=-95(F) r.= 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®k@ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Joh Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421069 2018821 AOIA CAL HIP 1 2 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:52 2019 Page 1 ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-nPJbuBWbssHbGhfxQ5_rOjzT7USm 1 ZSWhuzcD3l ywCd9 1-o 3-7-0 3-9-0 0-6457-1p-ii -65Y15 5-5-15 5---10-14 5-10-14 5-5-15 0315 3- 9-0 T8 35-0-8 I 3--7-0 39-7 1434 Scale=1:74.1 5x10 - I 4x12 = 4x8 =2x4 II 4x12 = 5x10 I 8.00 12 4 r, ?n4a 25 426r5z27 28 29,, 30 m w 9 2x4 2x4 -::- 10 3 10 N ',ET!' 2 ,� N:--10//.111 o12 1 ,moi [I1 nn nn v1 nn nn nn ® 011 "� 1211`1:11 co o7 17 16 31 32 33 15 34 35 3614 37 13 4x6 = In 4x6 = 4x12 = 2x4 II LUS24 8x8 = LUS24 2x4 II 4x12 = LUS26 LUS24 LUS24 LUS24 LUS26 LUS24 7-4-0 13-4-14 19-3-12 25-2-10 31-3-8 38-7-8 7-4-0 6-0-14 5-10-14 5-10-14 6-0-14 7-4-0 Plate Offsets(X,Y)-- [2:0-6-7,0-1-4],[4:0-4-4,0-2-8],[5:0-5-4,0-2-0],[8:0-3-11,0-2-0],[9:0-4-0,0-2-8],[11:0-6-3,0-1-0],[13:0-4-12,0-2-0],[15:0-2-0,Edge],[17:0-3-3,0-2-0] 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 0.35 Vert(LL) -0.22 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.53 15-16 >875 180 TCDL 7.0 Rep Stress Ina NO WB 0.95 Horz(CT) 0.13 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-MRH Weight:522 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x6 DF 2400F 2.0E 2-0-0 oc purlins(5-3-1 max.):4-9. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc b �.0 rt , REACTIONS. (lb/size) 2=3428/0-5-8,11=3592/0-5-8 ` s` 'N Max Horz 2=156(LC 7) ,Nr ..._`44 (G\_� EFA? �Qap Max Uplift 2=-1077(LC 8),11=-1130(LC 9) :V FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. kc 89200PE �' TOP CHORD 2-3=-5623/1804,3-4=-5471/1757,4-5=-4521/1514,5-7=-9031/2998,7-8=-8987/2968, 8-9=-4839/1614,9-10=-5847/1875,10-11=-5968/1914 BOT CHORD 2-17=-1506/4600,16-17=-2466/7867,15-16=-2466/7867,14-15=-2479/8014, �y. 13-14=-2479/8014,11-13=-1486/4858 Q /Z WEBS 3-17=-270/279,4-17=-834/2752,5-17=-4299/1486,5-16=-184/1139,5-15=-729/1541, pG 4_OREGON0, Ito 7-15=-1164/834,8-15=-517/1280,8-14=-112/948,8-13=-4080/1447,9-13=-900/2960, 10-13=-284/322 'Q 14 2'°\ 4 NOTES- MR R 11-k- y 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. EXPIRES: 12-31-2019 Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate tLL grip DOL=1.60 44,9WASqh 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 de 1 >Kt\ 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs -.41Qj. I. non-concurrent with other live loads. � . !F• vf+ ,x- 6)Provide adequate drainage to prevent water ponding. 414 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L, 8)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -"" will fit between the bottom chord and any other members. 'd� $IQ8 � 9)A plate rating reduction of 20%has been applied for the green lumber members. ��{, ��'51398 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1077 lb uplift at joint 2 and 1130 lbisreitY. y uplift at joint 11. �ssIONAL'PG� 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)11. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. July 22,2019 Continued on oaae 2 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 mit 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 MIR®(' 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/TPN Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421069 2018821 AO1A CAL HIP 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:52 2019 Page 2 ID:NkxgilF43n KciKN 1 GVnG6ukywDjZ-nPJbuBWbsHbGhfxO5_rOjzT7USm t ZSWhuzcD31 ywCd9 NOTES- 14)Use Simpson Strong-Tie LUS26(4-SD9212 Girder,4-SD9212 Truss)or equivalent at 15-1-12 from the left end to connect truss(es)to back face of 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 16-0-12 from the left end to 24-6-12 to connect truss(es)to back face of bottom chord. 16) Use Simpson Strong-Tie LUS26(4-10d Girder,4-10d Truss)or equivalent at 26-6-12 from the left end to connect truss(es)to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)169 lb down and 97 lb up at 15-1-12,269 lb down and 211 lb up at 16-0-12,269 lb down and 212 lb up at 18-0-12,270 lb down and 193 lb up at 19-3-12,269 lb down and 212 lb up at 20-6-12,269 lb down and 211 lb up at 22-6-12,and 269 lb down and 211 lb up at 24-6-12,and 146 lb down and 67 lb up at 26-6-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumberincrease=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-9=-64,9-12=-64,18-21=-20 Concentrated Loads(Ib) Vert:7=-195 15=-58(B)24=-43 25=-195 26=-195 27=-195 28=-195 29=-195 31=-1162(B)32=-58(B)33=-58(B)34=-58(B)35=-58(B)36=-58(B)37=-949(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 lek;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI ' 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 braang 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 2018821 PLH-3213 Rainier A 2x6 K6421070 2018821 A02 CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 5 Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:54 2019 Page 1 ' -0-0 Pl ID:NkxgilF43nKgKN1GVnG6ukywDjZ-jjnQMJtYsOur xz5oD0tso0ZQ1FSr1Sb_MH5K8vywCd7 -0-01 9-60 0-4-15 6-19 I 6-6-8 6811 9 0115 38-7-8 9-6-0 31-0-0l Scale=1:72.7 7x14 MT18HS - 5x12 MT18HS 2x4 H 4x8 = 3.2 so23 N,24 2k,4 26 37 28 5 49 30 31 32 8.00 ' # @ c 21 33 c? 20 34 Co 2 �1 v t go _ co_oIcn o 35 13 36 12 1137 10 38 9 39 4x12 = o 0 0 2x4 II 3x8 = 4x8 2x4 H 3x6 = 4x12 = 9-6-0 16-0-8 22-7-0 29-1-8 38-7-8 9-6-0 6-6-8 6-6-8 6-6-8 9-6-0 Plate Offsets(X,Y)-- [2:1-0-0,0-1-12],[3:0-4-0,0-2-12],[6:0-4-0,0-2-8],[7:1-0-0,0-1-12],[12:0-2-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.15 9-19 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.43 9-19 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.13 7 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:220 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(4-5-7 max.):3-6. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-12,5-9 `I�E0 P R OFF REACTIONS. (lb/size) 2=1676/0-5-8,7=1674/0-5-8 "`` 61S GtN� .r Max Horz 2=201(LC 9) N �N FR p Max Uplift 2=-515(LC 10),7=-513(LC 11) �`? 7 'F Max Gray 2=1876(LC 34),7=1862(LC 35) '- 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2764/765,3-4=-2838/908,4-5=-2838/908,5-6=-2176/731,6-7=-2648/748 BOT CHORD 2-13=-574/2333,12-13=-576/2325,10-12=-676/2900,9-10=-676/2900,7-9=-442/2099 WEBS 3-13=0/387,3-12=-377/961,4-12=-486/316,5-10=0/280,5-9=-1113/404,6-9=-170/1054 Q Q NOTES- FL �OREGONtid ''' 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; /Q Y 14, 2 T MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 3-0-5,Interior(1)3-0-5 to 4-2-3,Exterior(2)4-2-3 to 15-1-5, �P Interior(1)15-1-5 to 23-7-15,Exterior(2)23-7-15 to 34-7-1,Interior(1)34-7-1 to 35-6-13,Exterior(2)35-6-13 to 39-5-3 zone; � r 1p RIO- 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 EXPI RES: 12-31-2019 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 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. ,RILL B 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=10.0psf. O flj�r� �, 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 515 lb uplift at joint 2 and 513 lb uplift at ► /!�� joint 7. „j r d , 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)7. %..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 ,✓;17 sheetrock be applied directly to the bottom chord. vtli $19$ �> 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14 O `, 513 8 1y 13)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)58 lb down and 217 lb up at 4.5:93- 4 ONAL G 9-11-10,139 lb down and 109 lb up at 12-0-12,147 lb down and 115 lb up at 14-0-12,145 lb down and 115 lb up at 16-0-12,145 lb down and 115 lb up at 18-0-12,145 lb down and 115 lb up at 19-3-12,145 lb down and 115 lb up at 20-6-12,145 lb down and 115 lb up at 22-6-12,146 lb down and 115 lb up at 24-6-12,and 139 lb down and 109 lb up at 26-6-12,and 58 lb down and 214 July 22,2019 COntNxltolalnatide124 on too chord. The design/selection of such connection device(s)is the responsibility of others. I MEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mu Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ; building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml l} ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety/nformatfon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421070 2018821 A02 CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:54 2019 Page 2 I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-jnQMJtYsOur_xzSoDOtsoOZQ1 FSr1 Sb_MH5K8vywCd7 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-6=-64,6-8=-64,14-17=-20 MINIM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/73/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M?ek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and 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 Jot% Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421071 2018821 A03 CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:55 2019 Page 1 ` ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-B_kWDYU9CzrY7g_m6O5Lb5dNfnumul7axrtglywCd6 0-9 9-6-0 111-10-15 16-0-8 22-7-0 26-8-9 I 29-1-8 38-7-8 39-7-4 1-0-0 9-6-0 2-4-15 4-1-9 6-6-8 4-1-9 2-4-15 9-6-0 1 0-0 Scale=1:72.4 8 8x8 i 4 2x4 II 4x8 = 5x8 . 8.00 12 3 5 6 24 25 26 27 28 29 to 0 31 32 23 33 22 34 m 2 � 1 co ._. @ .M _ Ilio • 9 Y '11 CO o=� 35 15 36 14 1337 12 38 11 39 4x12,= o 0 o Io 4x12 = 2x4 II 3x8 = 4x8 2x4 II 3x6 = 9-6-0 16-0-8 22-7-0 29-1-8 38-7-8 9-6-0 6-6-8 6-6-8 6-6-8 9-6-0 Plate Offsets(X,Y)-- [2:1-0-0,0-1-8],[3:0-3-0,0-3-12],[7:0-3-4,0-2-8],[9:1-0-0,0-1-8],[14:0-2-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.16 12-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.43 11-21 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.15 9 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-AS Weight:230 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(4-4-9 max.):3-7. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-14,6-11 c(\,.:0n V r 6 R()FF REACTIONS. (lb/size) 2=1823/0-5-8,9=1826/0-5-8 (,t N E �/ Max Horz 2=274(LC 7) ���� N �2 Max Uplift 2=-539(LC 10),9=-503(LC 11) P Max Gray 2=1914(LC 35),9=1947(LC 36) -'44/ 8920OPE Q'" FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2846/1225,3-5=-2899/1586,5-6=-2899/1586,6-7=-2330/1343,7-9=-2814/1225 BOT CHORD 2-15=-891/2444,14-15=-894/2436,12-14=-1102/2951,11-12=-1102/2951, 9-11=-852/2232 d Q WEBS 3-15=0/386,3-14=-448/960,5-14=-466/341,6-12=0/280,6-11=-1106/455, -F ,r��OREGON �(/ 7-11=-207/1047 /0`7,i r 14, 4, 20` 1� NOTES- 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 R ILA, MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 3-0-5,Interior(1)3-0-5 to 6-5-6,Exterior(2)6-5-6 to 15-1-5, Interior(1)15-1-5 to 23-7-15,Exterior(2)23-7-15 to 32-2-2,Interior(1)32-2-2 to 35-6-13,Exterior(2)35-6-13 to 39-5-3 zone; EXPIRES: 12-31-2019 cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 002-RILL 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a.) v WAS 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 s i. r� will fit between the bottom chord and any other members,with BCDL=10.0psf. /♦ f ;, ✓ .� 7)A plate rating reduction of 20%has been applied for the green lumber members. ,'J O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 539 lb uplift at joint 2 and 503 lb uplift at f joint 9. �„J 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)9. r 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 1,-,1l 9W� sheetrock be applied directly to the bottom chord. �� 4. 5139$8 14 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �S`rlOjtjAL �� July 22,2019 Continued on oaae 2 f =MI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ma Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle SafetyInformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421071 2018821 A03 CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:55 2019 Page 2 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-B_kWDYU9CzrY7g_m6O5Lb5dNfnumul7axrtgLywCd6 NOTES- 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)83 lb down and 118 lb up at 11-11-9,142 lb down and 111 lb up at 14-0-12,147 lb down and 117 lb up at 16-0-12,147 lb down and 117 lb up at 18-0-12,147 lb down and 117 lb up at 19-3-12,147 lb down and 117 lb up at 20-6-12,147 lb down and 117 lb up at 22-6-12,and 141 lb down and 111 lb up at 24-6-12,and 83 lb down and 135 lb up at 26-7-14 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=-64,3-4=-64,3-7=-64,7-8=-64,7-10=-64,16-19=-20 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 properly incorporate this design into the overall Mastic' 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 Jots, Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421072 2018821 A04 CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:56 2019 Page 1 ' I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-fAY6kZZ6wW5iAH FBKpvKtpepJ3ALVLrHpbaRRCoywCd5 -.1_0-0_ 6-7-0 1 6-7-0 100155 5-4-1123 5-4-13 0$-15 32-0-8 6-87-0 31-0-01 Scale=1:73.6 6x8 i 2x4 II 8 5x8 // 4 5 i 40 25 26 27 8 8 29,7.8 31 ,.,,, 100 32 i ! 5x8 -i 24 33 5x8 8.00 112 3 9 23 342 1 4 ;4 A * I LI u. -# walll si 11_' ' a o p 0 16 15 35 14 36 13 12 4x8 = O 4x6 = 2x4 II 3x4 = 5x10 = 3x4 = 2x4 II 6-7-0 13-2-01 19-3-12 25-5-8 32-0-8 38-7-8 6-7-0 6-7-0 6-1-12 6-1-12 6-7-0 6-7-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-12,0-3-0],[4:0-4-0,0-2-8],[9:0-2-12,0-3-0],[10:0-8-0,0-1-0],[14:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.11 14-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.27 14-15 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.13 10 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight:241 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5,8-9:2x4 DF No.1&Btr G 2-0-0 oc purlins(5-6-11 max.):4-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 6-14 ,1,0 P P oF. 4-14,7-14:2x4 DF No.1&Btr G ti.Co<(' NG N EFn619 rr REACTIONS. (lb/size) 2=1781/0-5-8,10=1779/0-5-8 �� l' Max Horz 2=285(LC 7) 1- 89200PE r Max Uplift 2=-477(LC 10),10=-476(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2669/780,3-4=-2228/781,4-6=-1934/858,6-7=-1927/854,7-9=-2227/782, 9-10=-2670/780 0 BOT CHORD 2-16=-643/2221,15-16=-641/2224,14-15=-422/1838,13-14=-355/1769,12-13=-508/2125, "}7L OREGON�tx 4C(/ 10-12=-510/2121 WEBS 3-16=0/255,3-15=-544/319,4-15=-96/487,4-14=-254/473,6-14=-462/411, 'O '9 y 14, 2a Q'i` 7-14=-245/472,7-13=-99/480,9-13=-545/319,9-12=0/258 4,iR R'0L 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; EXPI RES: 12-31-2019 MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 3-0-5,Interior(1)3-0-5 to 8-5-6,Exterior(2)8-5-6 to 18-9-13, Interior(1)18-9-13 to 19-9-11,Exterior(2)19-9-11 to 30-2-2,Interior(1)30-2-2 to 35-6-13,Exterior(2)35-6-13 to 39-5-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ORRII1,8q� non-concurrent with other live loads. y$h WA$jtfl, y 4)Provide adequate drainage to prevent water ponding. Q, O �t'� �� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q ,? .)'+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 � r..!,..<will fit between the bottom chord and any other members,with BCDL=10.Opsf. .7)A plate rating reduction of 20%has been applied for the green lumber members. �.�r - 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 477 lb uplift at joint 2 and 476 lb uplift at 41 joint 10. "c+ 4,' 9)Beveled plate or shim required toprovide full bearingsurface with truss chord at joint(s)10. it! ,per 51398„1 Aki q �4 ` .GISTEg 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and VT gypsum sheetrock be applied directly to the bottom chord. ssioNAL 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. July 22,2019 Continued on Daae 2 t•IMI AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. min` 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 hit"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 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 2018821 PLH-3213 Rainier A 2x6 K6421072 2018821 A04 CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:57 2019 Page 2 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-7M6UxvakhpDZoQpNuXQZQOB_3TWaEo5Q2FK_IEywCd4 NOTES- 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)70 lb down and 181 lb up at 13-11-9,142 lb down and 111 lb up at 16-0-12,148 lb down and 117 lb up at 18-0-12,147 lb down and 117 lb up at 19-3-12,148 lb down and 117 lb up at 20-6-12,and 142 lb down and 111 lb up at 22-6-12, and 70 lb down and 181 lb up at 24-7-14 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=-64,17-20=-20 Concentrated Loads(Ib) Vert:25=-70 32=-70 MEMA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P/1 Quality Criteria,DSB-89 and 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 Jot?, Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421073 2018821 A05 CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:58 2019 Page 1 • ID:NkxgiIF43nKq KN 1 GVnG6ukywDjZ-cYgt8FbMS7LQQaOZSEyozEj8UtgszL4aHv3YHgywCd3 -0-0 7-7-0 17-7-0 108015 6-9-10 0-8-155 37-0-8 0 378-7-8 7-0 31-0- Scale=1:76.8 6x8 - 7 5x6 -- 4 5 8 25 23 26 5x8 5x8 -� 3 8 8.00 12 22 #4 V 27 2 v 1 g v OF 0 d ��1101N o X10 -` bb o -o`o iM 15 14 113 28 12 11 4x6 = o 4x6 = 2x4 H 3x4 = 4x8 3x8 = 2x4 II 7-7-0 15-2-0 23-5-8 31-0-8 38-7-8 770 l 77-0 l 8-3-9 770 7-7-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-12,0-1-12],[4:0-4-0,0-2-8],[6:0-2-8,0-2-8],[8:0-2-8,0-3-0],[9:0-0-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.20 12-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.42 12-14 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.13 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:227 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5,7-8:2x4 DF No.1&Btr G 2-0-0 oc purlins(5-8-2 max.):4-6. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-14,4-12,: ccktO PROF, 4-14,4-12,6-12:2x4 DF No.1&Btr G `�s !AGI N��nc4w REACTIONS. (lb/size) 2=1799/0-5-8,9=1799/0-5-8 v ,7 Max Horz 2=325(LC 25) Q� 89200PE17 Max Uplift 2=-375(LC 10),9=-375(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2672/735,3-4=-2143/732,4-6=-1671/775,6-8=-2138/745,8-9=-2674/750 BOT CHORD 2-15=-509/2115,14-15=-506/2119,12-14=-283/1680,11-12=-471/2120,9-11=474/2116 Q Q' WEBS 3-15=0/294,3-14=-608/341,4-14=-92/612,6-12=-82/574,8-12=-622/344,8-11=0/293 74- p' OREGON � !t/ NOTES- Gi0Agr 14 2.°NP4 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 3-0-5,Interior(1)3-0-5 to 10-5-6,Exterior(2)10-5-6 to 28-2-2, RRtl. Interior(1)28-2-2 to 35-6-13,Exterior(2)35-6-13 to 39-5-3 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 EXPIRES: 12-31-2019 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 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 OtRILL 4, will fit between the bottom chord and any other members,with BCDL=10.Opsf. 44$> WAs 1f- 7)A plate rating reduction of 20%has been applied for the green lumber members. C} 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 375 lb uplift at joint 2 and 375 lb uplift at . , 4e T Q'1c2 «j� joint 9. i' / .. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,9. +� 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 1�:x sheetrock be applied directly to the bottom chord. ,4?r 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4 4" 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. J 138 4j 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)83 lb down and 155 lb up at DA '�GtsTE �° 15-11-8,and 83 lb down and 140 lb up at 22-8-0 on top chord. The design/selection of such connection device(s)is the 'e3'sIONAL G responsibility of others. LOAD CASE(S) Standard July 22,2019 Continued on Daae 2 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. g Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITA' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018821 PLH-3213 Rainier A 2x6 K6421073 2018821 A05 CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:58 2019 Page 2 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-cYgt8FbMS7LQQaOZSEyozEj8UtgszL4aHv3YHgywCd3 * 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=-64,4-6=-64,6-7=-64,6-10=-64,16-19=-20 Concentrated Loads(Ib) Vert 24=-83 25=-83 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* ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and 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 Jog, Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421074 2018821 A06 CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:59 2019 Page 1 a1 I D:NkxgiIF43nKgKN 1 GVnG6ukywDjZ-41EFMab_DRTG 1 kzm?yT1 VRGEZG9Sio6jVZp5p7ywCd2 -0-Q 7-7-0 I 15-2-0 117-10-15 I 20-8-9 I 23-5-8 31-0-8 I 38-7-8 39-7-8 1-0-0 7-7-0 7-7-0 2-8-15 2-9-10 2-8-15 7-7-0 7-7-0 1-0-d Scale=1:77.1 7 6x8 - 5 �x6 = 4,,,,400011.11:1#11.1 sa sa sa 24 25 23 28 5x8 i 5xS � 8.00 f- 3 8 22 '- 27 2 a 1 9 v q I, 'db ` c 6 = 15 r 1 p -O zN'It'7 15 14 13 28 12 11 4x6 = o o d 4x6 = 2x4 II 3x4 = 4x8 3x8 = 2x4 II 7-7-0 15-2-0 23-5-8 31-0-8 38-7-8 7-7-0 7-7-0 8-3-9 7-7-0 7-7-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-12,0-1-12],[4:0-3-8,0-2-8],[6:0-3-12,0-2-4],[8:0-2-0,0-3-0],[9:0-0-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.22 12-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.45 12-14 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.15 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight 233 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 4-6:2x6 DF 2400F 2.0E,3-5,7-8:2x4 DF No.1&Btr G 2-0-0 oc purlins(5-9-15 max.):4-6. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-14,4-12,: ,iE.D FROFF 4-14,4-12,6-12:2x4 DF No.1&Btr G �c�"� NGIINE�c `:5$ REACTIONS. (Ib/size) 2=2093/0-5-8,9=2094/0-5-8 ,� 19 �P Max Horz 2=392(LC 7) &• 89200PE I Max Uplift 2=-456(LC 10),9=-456(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3170/1088,3-4=-2668/1113,4-6=-2123/1277,6-8=-2660/1124,8-9=-3172/1102 BOT CHORD 2-15=-752/2518,14-15=-749/2522,12-14=-628/2139,11-12=-753/2523,9-11=-755/2519 0 WEBS 3-15=0/293,3-14=-642/332,4-14=-87/604,4-12=-258/258,6-12=-96/586, -pG A OREGON 8-11=0/293 <O 4 Y 14S- 2 1 , P N1) EWind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.I I;Exp B;Enclosed; /1/ 0'. R 11-\-- MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 3-0-5,Interior(1)3-0-5 to 12-5-6,Exterior(2)12-5-6 to 26-2-2, Interior(1)26-2-2 to 35-6-13,Exterior(2)35-6-13 to 39-5-3 zone;cantilever left and right exposed;end vertical left and right EXPIRES: 12-31-2019 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. oy,RRIL[, 8 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 �$ WAS will fit between the bottom chord and any other members,with BCDL=10.Opsf. O "r v 7)A plate rating reduction of 20%has been applied for the green lumber members. /y!�� 1'"+k. Q� "1 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 456 lb uplift at joint 2 and 456 lb uplift at t�. /f 'F, d,, joint 9. 1.1M-- ' , 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,9. 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 , Zr sheetrock be applied directly to the bottom chord. "d 4 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1� 4'i 51398,0 '� 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. r'1ST�� 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)249 lb down and 154 lb up at sSIONAL G 17-11-8,and 249 lb down and 154 lb up at 20-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. July 22,2019 Q6iiA14L6d1SiE(fiheStandard I MEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK 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 lNiTek9 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 2018821 PLH-3213 Rainier A 2x6 K6421074 2018821 A06 CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:56:59 2019 Page 2 ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-41EFMab_DRTG 1 kzm?yT1 VRGEZG9Sio6jVZp5p7ywCd2 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=-64,4-6=-64,6-7=-64,6-10=-64,16-19=-20 Concentrated Loads(Ib) Vert:24=-249 25=-249 MINIM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �x a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mak' 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 JobTruss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421075 2018821 A07 CAL HIP 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:00 2019 Page 1 ' 1 ID:NkxgiIF43nKgKN1GVnG6ukywDjZ-YxodZwcd_kb7fuYyZf G2fpUHgWVRFesgkDQYeLZywCd1 -,1_0-01 -0 7-7-0 I 15-2-07-7-0 t 0- -1110 5 22-8-9 6-9-10 23-50-8-1'5 -0-8 7 7-0 -7-8 787-0 31r-0-0 Scale=1:76.8 6x8 7 5x6 4 5 27 25 6 23 28 5x8 -i 5x8 8 4 8.00 112 3 All 29 2 e 1 9 a O go I - I. , _- ,O YOr? -OzNIv? 15 14 13 12 11 4x6 O 4x6 = 2x4 II 3x4 = 4x6 3x8 = 2x4 II 7-7-0 15-2-0 23-5-8 31-0-8 38-7-8 7-7-0 7-7-0 I 8-3-9 7-7-0 7-7-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-12,0-3-0],[4:0-4-0,0-2-8],[6:0-2-12,0-2-8],[8:0-2-12,0-3-0],[9:0-0-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.19 12-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(CT) -0.42 12-14 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.12 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:227 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2"Except" TOP CHORD Structural wood sheathing directly applied,except 3-5,7-8:2x4 DF No.1&Btr G 2-0-0 oc purlins(5-11-15 max.):4-6. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G`Except* WEBS 1 Row at midpt 3-14,4-12,: ,q,,�0 PROF, 4-14,4-12,6-12:2x4 DF No.1&Btr G `�"` t,\GtN4, cS'�s/. REACTIONS. (lb/size) 2=1716/0-5-8,9=1717/0-5-8 iC/� V Yp Max Horz 2=325(LC 7) Q 89200PE v Max Uplift 2=-345(LC 10),9=-344(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2530/700,3-4=-1996/699,4-6=-1547/744,6-8=-1993/712,8-9=-2532/714 BOT CHORD 2-15=-465/1999,14-15=-463/2003,12-14=-260/1555,11-12=-441/2004,9-11=-444/2000 Q WEBS 3-15=0/294,3-14=-588/334,4-14=-88/609,6-12=-80/574,8-12=-607/339,8-11=0/293 'per ,I"OREGONI 1454/ NOTES- /Q 4)--' i4 2.0s Q4 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; /� . k-Q1 MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 3-0-5,Interior(1)3-0-5 to 12-0-9,Exterior(2)12-0-9 to 19-2-10, R R�� Interior(1)19-2-10 to 19-7-3,Exterior(2)19-7-3 to 26-6-15,Interior(1)26-6-15 to 35-6-13,Exterior(2)35-6-13 to 39-5-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; EXPIRES: 12-31-2019 Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ovxxiLL 8 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C') will fit between the bottom chord and any other members,with BCDL=10.0psf. J1 O WASj�I�rR ?� 7)A plate rating reduction of 20%has been applied for the green lumber members. ♦ '—di- . 8)Provide mechanical connection(byothers)of truss to bearingplate capable of withstanding345 lb uplift at 2 and 344 lb uplift at /f -x P P jointP joint 9. cr k � 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,9. *i,,, 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 , ,yr sheetrock be applied directly to the bottom chord. 4� 1398 $ 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. t7 4'51398 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. sG "LONAL July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPP!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 2018821 PLH-3213 Rainier A 2x6 K6421076 2018821 ACP Piggyback 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:00 2019 Page 1 ID:NkxgitF43nKgKN1GVnG6ukywDjZ-YxodZwcd_kb7fuYyZf_G2fpXjgcpRlvskDYeLZywCd1 • 4-1-4 8-2-8 4-1-4 4-1-4 Scale=1:18.4 4x4 = 2 8.00 12 r, 3 1 ■ O 2 ` O O 7 e477 .. e . Ne�eeeNfOPeeeaIle N��Neee��Je4e�4.Oe4 .4•J��e♦ `i.. e .. 6 0 4 3x4 = 2x4 II 3x4 = 4-1-4 8-2-8 4-1-4 4-1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 TCDL 7.0 Rep Stress lncr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:24 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 1=158/8-2-8,3=158/8-2-8,4=252/8-2-8 (...00 PROPS. Max Horz 1=66(LC 9) 5"\ `_`GINE d, Max Uplift 1=-53(LC 10),3=-61(LC 11),4=-12(LC 10) �� V`_ Fig 0� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE 9t' 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 yG ,�OREGON 0� �lU 3)Gable requires continuous bottom chord bearing. /O q�. 14 20� P+ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I �y 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 MFR R 1LA V will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at joint 1,61 lb uplift at joint 3 EXPIRES: 12-31-2019 and 12 lb uplift at joint 4. 1 RILL, 44) OO WAs 4), Of, Atop ,.... ,,t5 ie '.1= 51398 qr o? 'QfST nSSIONALG July 22,2019 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wok' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 Jori Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421077 2018821 B01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:01 2019 Page 1 ` ID:NkxgiIF43nKgKN1GVnG6ukywDjZ-07L?nGdFl2k_H2787NWasLiI4uiAlkOztICu?ywCdO I-1-0-0 I 3-1-6 -6-B 7-6-8 15-1-0 i 16-1-0 1-0-0 3-1-6 5.2' 4-0-0 7-6-8 1-0-0 5x6 = Scale=1:36.6 SHEATHING SHOWN IS NOT PART OF STRUCTURAL ANALYSIS FOR FOR THIS COMPONANT. 4 Sheet Front Right Option 8-0-0 Q 1 Ply 7/16"4x9 OSB 8.00 12 / � 4x6 �i 25 P/ [:;/ 26 24 •'' I�//// 27 a15 d. 2 3x6 II • .o t 01 Al im is 0 ! 4% i% �s�s�.-ri Io 12 • 0•4.,.Oi�ii�000i�0i�iii�ii4�00iOii�iiii000O�i�i�i o 3x6 I I 3x8 = 3x4 = 11 10 9 8 7 7-6-8 I 3-6-8 6-7-8 -01 15-1-0 l 3-6-8 3-1-0 S8 7-6-8 0-5-8 Plate Offsets(X,Y)-- [3:0-2-0,0-2-0],[5:0-8-0,0-0-14],[10:0-2-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) 0.01 7-23 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.01 12-20 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.05 Horz(CT) 0.01 21 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight:136 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x8 DF SS*Except* 3-12:2x4 DF OTHERS 2x4 DF Std GStd G \c��`G�NG N •:° 0 PR �s`S/C2 REACTIONS. All bearings 8-5-8 except(jt=length)2=0-5-8,11=0-3-8. �� `G g 29 (Ib)- Max Horz 2=-160(LC 8) 89200PE Max Uplift All uplift 100 lb or less at joint(s)5,10,8 except 2=-140(LC 10),7=-226(LC 11) Max Gray All reactions 250 lb or less at joint(s)10,9,8,11 except 2=531(LC 1),5=296(LC 1),7=326(LC 19), 5=296(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OOREGON1(/AZ- TOP CHORD 2-3=-625/202,3-4=-386/204,4-5=-463/175 �L 40,BOT CHORD 2-12=-152/499,11-12=-153/497,10-11=-153/497,9-10=-21/274,8-9=-21/274, / "Ir 2Qa -\' 7-8=-21/274,5-7=-21/274 O 14, WEBS 3-10=-289/158 iiiFR RIO- " 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; EXPIRES: 12-31-2019 MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 4-6-8,Exterior(2)4-6-8 to 10-6-8, Interior(1)10-6-8 to 12-11-1,Exterior(2)12-11-1 to 15-11-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ORR1LL 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs4Q WAS 14= non-concurrent with other live loads. O ? 5)All plates are 2x4 MT20 unless otherwise indicated. 0111111/ i?, G�1, '� 6)Gable studs spaced at 2-0-0 oc. ..11 0 _ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - . rl•F 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Zr 9)A plate rating reduction of 20%has been applied for the green lumber members. vd 51398 4:4' 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,10,8,5 except 1:11O 1('� �Q Qt=1b)2=140,7=226. +i*`{0 CdSTs` 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 `'S'IOjNAL Cs sheetrock be applied directly to the bottom chord. July 22,2019 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 M It; 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/TPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421078 2018821 B02 Common 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:02 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-UKvN_cetWMsruCiLh4Ok74usfUE?vBr9BX11QSywCd? ' 1-0-0 7-6-8 15-1-0 1-0-0 7-6-8 7-6-8 5x6 = Scale=1:35.5 3 /�1 8.00 12 13 14 Pt; 15 12 2 4 I4 /J 01 . .........m.... 6.74 2 3 M 5 3x6 = 2x4 II 3x6 = 7-6-8 15-1-0 7-6-8 7-6-8 Plate Offsets(X,Y)-- [2:0-3-8,0-1-8j,[4:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.04 5-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.12 5-8 >999 180 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-AS Weight:70 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G �,0 PR°FFs REACTIONS. (lb/size) 4=632/Mechanical,2=689/0-5-8 CO� `.�\\G I N F �/ Max Horz 2=155(LC 7) � NN � V`v FJ4? �� Max Uplift 4=-130(LC 11),2=-156(LC 10) 17 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E TOP CHORD 2-3=-731/197,3-4=-730/194 BOT CHORD 2-5=-71/543,4-5=-71/543 WEBS 3-5=0/311 NOTES- 4?OREGON A. 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; / -I). 2aN MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 4-6-8,Exterior(2)4-6-8 to 10-6-8, Q 14 r1 p, Interior(1)10-6-8 to 12-1-0,Exterior(2)12-1-0 to 15-1-0 zone;cantilever left and right exposed;end vertical left and right 41R R I L"- v exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs EXPIRES: 12-31-2019 non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. c� R.RILL ., 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) J� WA$ 4=130,2=156. O >s� 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 4 p jj?,_ G''0 „ `�ty. sheetrock be applied directly to the bottom chord. F�`., L 4",r It., 4, 51398 41'1 SSjONALG July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421079 2018821 C01 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:03 2019 Page 1 e ID:NkxgilF43nKgKN1GVnG6ukywDjZ-yWTICyeVGf iWMHXEnXzgHQ2wubtedvJQBnlyuywCd_ 35-7I 3r10-1 6-0-0 8-1-1 5-9 1 12-0-0 13-0-0 3-5-7 b-5-8 2-1-1 2-1-1 -5-8 3-5-7 1-0-0 Scale=1:24.4 5x6 - 5x6 - 3x4 = 4 8.00 12 2 1. * c 1 5 6 g 3 J 11 X11 11 11 � 11 hi. it 4iry 17 8 18 19 20 7 21 � c,1. LUS24 3x4 = LUS24 LUS24 3x4 = LUS24 o 3x4 = 3x4 LUS24 3-5-7 6-0-0 8-6-9 12-0-0 3-5-7 2-6-9 2-6-9 3-5-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.07 7-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.02 5 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-MRH Weight:61 lb FT=10% 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 2-4:2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):2-4. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. WEBS 2x4 DF Std G AO PR OFFis REACTIONS. (lb/size) 1=714/0-5-8,5=771/0-5-8 mac. ti GI"E 14? s`' Max Horz 1=-77(LC 4) (� Max Uplift 1=-299(LC 8),5=-326(LC 9) p FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE f TOP CHORD 1-2=-1042/445,2-3=-819/408,3-4=-814/404,4-5=-1039/444 BOT CHORD 1-8=-353/815,7-8=-499/1016,5-7=-319/810 WEBS 2-8=-87/312,4-7=-87/313,3-8=-275/251,3-7=-282/250 NOTES- 11.4. OREGON t(r� 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; / if °1 MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate Q i 4 P 2)Trip CLLD::ASCE 77-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �`R R 1�.�' 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. EXPIRES: 12-31-2019 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) vtv,IIRILL 8 1=299,5=326. 4,) F WAS1 L 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,5. Q T� 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 010,,,,401.k:',,-,,, �,?p11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting atF�% w 2-0-12 from the left end to 9-11-4 to connect truss(es)to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. ;(,T/ 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)254 lb down and 240 lb up at Ali51 98 3-11-9,and 182 lb down and 136 lb up at 6-0-0,and 254 lb down and 240 lb up at 8-0-6 on top chord. The design/selection of �4.GISTS such connection device(s)is the responsibility of others. 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'yaks? ,,.A..10 0 LOAD CASE(S) Standard July 22,2019 Continued on oaae 2 I mit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?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 2018821 PLH-3213 Rainier A 2x6 K6421079 2018821 CO1 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:03 2019 Page 2 ID:NkxgiIF43nKgKN1GVnG6ukywDjZ-yWTICyeVGf iWMHXEnXzgHQ2wubtedvJQBnlyuywCd_ LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-64,4-6=-64,9-12=-20 Concentrated Loads(Ib) Vert:3=-62 15=-147 16=-147 17=-9(B)18=-16(B)19=-18(B)20=-16(B)21=-9(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. o'' 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 ( 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 ANSI11-P11 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 2018821 PLH-3213 Rainier A 2x6 K6421080 2018821 CO2 COMMON 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:04 2019 Page 1 a I D:NkxgilF43nKgKN t GVnG6ukywDjZ-Qi 18PIf71 z6Z8VsjoV3CCUzDaHy2N5mSfrWsTKywCcz 6-0-0I 12-0-0 13-0-0 6-0-0 6-0-0 1-0-0 5x6 = Scale=1:29.1 2 8.00 rte, 12 12 • 13 1 i N g 4 c i ` o Ir-d1j9 5 IMo 3x4 = 2x4 II 3x4 = 6-0-0 12-0-0 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 0.15 Vert(LL) 0.02 5-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.05 5-8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight 56 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G REACTIONS. (lb/size) 1=502/Mechanical,3=559/0-5-8 C�tp PR Open Max Horzli1=-125(LC036 ��f.J�LNG,IN��� /� Max Uplift 1=-103(LC 10),3=-130(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. g92OOP E TOP CHORD 1-2=-572/172,2-3=-574/175 BOT CHORD 1-5=-47/426,3-5=-47/426 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)0-0-0 to 9-0-0,Interior(1)9-0-0 to 9-10-1,Exterior(2)9-10-1 to 12-10-1 74_ ,i OREGON Ix Air,/zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions / '9 � shown;Lumber DOL=1.60 plate grip DOL=1.60 4 14, 2Q �" 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ,v/&"FIR'li.-V- /)li'' 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPI RES: 12-31-2019 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)except(jt=1b) 1=103,3=130. oVxlU L B 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ii WAS sheetrock be applied directly to the bottom chord. ^� Q -1r0 t� ope>?, lQ "p - ,t '0� 398 51 °.,c+ °1ST . . r s$IONALS`C1 July 22,2019 MIMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 • K6421081 2018821 001 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:04 2019 Page 1 a ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-Qi 18PIf71 z6Z8VsjoV3CCUz3fHxtN5gSfrWsTKywCcz 3-2-4 3 7-13 7-9-15 8-3 8 11-8-14 12-8-14 3-2-4 0-5-9 1 4-2-2 0-5-9 1 3-5-6 1-0-0 Scale=1:22.2 5x8 -i 5x6 .� 2 3 8.00 12 i. 15 4 h rV vs N cc .,i; 4 - _ 5 Io 16 7 17 18 19 6 20 LUS24 2x4 (I LUS24 LUS24 LUS24 3x4 = LUS24 * II 4x6 = 3x4 = 3-2-4 8-3-8 11-8-14 1 3-2-4 5-1-3 I 3-5-6 Plate Offsets(X,Y)-- [1:0-0-0.0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.02 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.08 6-7 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.02 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-MRH Weight 59 lb FT=10% 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 2-3:2x4 DF No.1&BtrG 2-0-0 oc purlins(4-9-8 max.):2-3. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc b.-' WWEBS EDGE 2x4 DF Std G ���; D PR04.6, Left:2x4 SP No.3 ,\, �G'NEFhj �Q2 REACTIONS. (lb/size) 1=815/0-5-8,4=851/0-5-8 �4r 89200PE pr Max Horz 1=-73(LC 4) Max Uplift 1=-318(LC 8),4=-328(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1229/476,2-3=-928/409,3-4=-1180/449 Q (r' BOT CHORD 1-7=-415/987,6-7=-426/975,4-6=-345/925 -pG OREGON D, �lv NOTES- 710.174 r 14 20P+ 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; M ►L RRt� 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 EXPIRES: 12-31-2019 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 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. to,ItRILL,$ 7)A plate rating reduction of 20%has been applied for the green lumber members. .� WAS `( 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) '"a ''Vox��, 1=318,4=328. �, y, ,p .� 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. , r '- , 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 . j,c 1-9-10 from the left end to 9-8-2 to connect truss(es)to back face of bottom chord. ' 11) Fill all nail holes where hanger is in contact with lumber. ,e 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)216 lb down and 221 lb up at r0 51398 QJ` 3-6-1,and 130 lb down and 118 lb up at 5-8-14,and 216 lb down and 220 lb up at 7-9-4 on top chord. The design/selection of O �CISTER 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). s,crk"'"tONALSCI LOAD CASE(S) Standard July 22,2019 Continued on Daae 2 MOM A WARNING-Verify 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 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/T1.11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job, Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421081 2018821 D01 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:04 2019 Page 2 a ID:NkxgiIF43nKgKN 1 GVnG6ukywDjZ-Qi 18PIf71 z6Z8VsjoV3CCUz3fHxtN5gSfrWsTKywCcz LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-2=-64,2-3=-64,3-5=-64,8-11=-20 Concentrated Loads(Ib) Vert:2=-216 14=-126 15=-216 16=-9(B)17=-16(B)18=-18(B)19=-16(B)20=-9(B) 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 MR'S(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 e K6421082 2018821 E01 MONO CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:05 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-uvbWcegloHEQIfRvMCaRIiWJIhG16OWcuVGPOmywCcy a -1-0-0 3-7-0 7-0-0 7-10-15 11-4-0 1 1-0-0 3-7-0 3-5-0 10-10-15 3-5-1 5x8 = 5 2x4 I I Scale=1:33.0 4' ►/ 6 dI 5x8 IIIMA 8 00 1 12I v, " 1111 " 11 11 r Mo 11 18 19 10 20 21 M 3x4 = LUS24 2x4 II LUS24 3x4 = LUS24 9 8 5x6 = LUS24 LUS24 3-7-0 7-0-0 11-4-0 3-7-0 I 3-5-0 4-4-0 Plate Offsets(X,Y)-- [2:0-2-0,Edge],[3:0-2-12,0-3-0],[4:0-4-0,0-1-10],[9:0-3-0,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.02 9-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 . BC 0.26 Vert(CT) -0.06 9-10 >999 180 TCDL 7.0 Rep Stress'nor NO WB 0.71 Horz(CT) 0.02 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-MRH Weight:74 lb FT=10% 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, 3-5:2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(10-0-0 m- .:4-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc b,•' •. WEBS 2x4 DF Std G .k�Q, D PROP t GIINE / REACTIONS. (lb/size) 2=873/0-5-8,9=1317/0-5-8 �r�� V. F1, �,k Max Horz 2=246(LC 22) Max Uplift 2=-275(LC 8),9=-596(LC 8) Q 89200PE p< FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1122/350,3-4=-837/329,6-9=-394/265 BOT CHORD 2-11=-363/896,10-11=-361/905,9-10=-320/618 WEBS 3-10=-346/157,4-10=0/505,4-9=-1042/486 Q CC NOTES- y*L/ ,��r 1 OREGf3N��� &� 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; Q 4, 2 P+ MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 platev grip DOL=1.60 SFR RIO- 2) IO`2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs EXPI RES: 12-31-2019 non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. . RRILL 8 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ��? WAS 2=275,9=596. O :), tt' 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. ♦ `-T,. 1, rf� 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. tt .-''-" p,� 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 1*. - . -1% 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at ‘, 2-0-12 from the left end to 10-0-12 to connect truss(es)to front face of bottom chord. ' '/ 13)Fill all nail holes where hanger is in contact with lumber. re 139 W� 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)740 lb down and 602 lb up at lt,0 +4,',71398 7-11-9,and 262 lb down and 206 lb up at 10-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. ssiONAL G 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard July 22,2019 Continued on Daae 2 i s.r• A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/13/2015 BEFORE USE. Mu Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. ek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,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 Jop Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421082 2018821 E01 MONO CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:05 2019 Page 2 ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-uvbWcegloHEQIfRvMCaRli WJIhG 16OWcuVGPOmywCcy 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=-64,4-6=-64,6-7=-64,8-12=-20 Concentrated Loads(Ib) Vert:15=-657 16=-193 17=-95(F)18=-42(F)19=-48(F)20=-57(F)21=-58(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSIITP/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 2018821 PLH-3213 Rainier A 2x6 e K6421083 2018821 E02 MONO CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:06 2019 Page 1 I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-N59uq_hNZaMHNp?6ww5gHv2Ua5cKrsQl69?zYDywCcx -1-0-0 4-8-14 9-0-010-15 11-4-0 1-0-0 4-8-14 4-3-1 6-10-151 1-5-1 3x4 II Scale=1:39.7 5x8 c- 6 411 7 ] 7,-*",,:i.o taG N - ,.,, `10,. 5x6 E9;;; : 8.00 1,2m 15 pCt G p'� - 2 SFR R 10, g r 14 _. lom 11cm 4x8 = 109 EXPIRES: 12-31-2019 3x4 = 3x6 = 9-0-0 11-4-0 9-0-0 2-4-0 Plate Offsets(X,Y)-- [3:0-3-0,0-3-0],[4:0-2-2,0-0-0],[4:0-3-6,0-2-8],[5:0-3-14,0-0-0] 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 0.50 Vert(LL) -0.08 11-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.32 Vert(CT) -0.26 11-14 >515 180 TCDL 7.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.01 10 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:76 lb FT=10% BCDL 10.0 I LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 3-6:2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):5-8. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=526/0-5-8,10=568/0-5-8 Max Horz 2=290(LC 7) Max Uplift 2=-116(LC 10),10=-188(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-527/157,3-4=-286/99 BOT CHORD 2-11=-184/465 WEBS 4-11=-77/411,5-10=-475/110,3-11=-377/253 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 5-8-0,Exterior(2)5-8-0 to 11-4-0 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 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 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. ORRILL, 7)A plate rating reduction of 20%has been applied for the green lumber members. �9 WA3 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) O k1�rG' �� 2=116,10=188. .- OR ,i; ,? 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. '*. . 0 -AOR `,_ .- 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 . `�'A#., 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. ',,,r 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ri6.f+ 51398 �� 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)140 lb down and 125 lb up at p �C 9-11-10 on top chord. The design/selection of such connection device(s)is the responsibility of others. '' GIST "c".'*' LOAD CASE(S) Standard �SSIONAL-0° July 22,2019 Continued on oaae 2 .11..= 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 !AMA' 250 Klug Circle 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 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 2018821 PLH-3213 Rainier A 2x6 K6421083 2018821 E02 MONO CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:06 2019 Page 2 ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-N59uq_hNZaM H Np?6ww5gHv2Ua5cKrsQ169?zYDywCcx LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,5-6=-64,5-7=-64,7-8=-64,9-12=-20 Concentrated Loads(Ib) Veil:17=-72 MINIS 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 fie le 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 2018821 PLH-3213 Rainier A 2x6 K6421084 2018821 E03 Monopitch 16 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:07 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-rHjG1Ki0KuU8?zalTdcvg7bcLV_waM2uLpIW4fywCcw* r1-0-0 5-8-0 I 1140 1-0-0 5-8-0 5-8-0 3x6 i Scale=1:46.3 4 5 8.00 12 13 5x8 i 7iJ 8 76 3x4 = 2x4 II 3x6 = 5-8-0 11-4-0 5-8-0 5-8-0 Plate Offsets(X,Y)-- [3:0-2-12,0-3-0],[4:0-1-2,0-1-8],[7:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.05 7-8 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.38 Horz(CT) CT) 0.01 7 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight:67 lb FT=10% BCDL 10.0 9 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 4-7 c WEBS 2x4 DFStdG �t��E0 PRO/CSss REACTIONS. (lb/size) 2=518/0-5-8,7=488/Mechanical \� �,,x- FR �0 Max Horz 2=347(LC 7) �� 2 Max Uplift 2=-95(LC 10),7=-205(LC 10) CC 89200PE 9r Max Gray 2=518(LC 1),7=538(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-536/123 BOT CHORD 2-8=-160/447,7-8=-156/451 (:) OREGON to WEBS 3-7=-505/258 �� NOTES- L/O�qr 14, 2.° + 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; iii -R R 1 L� V MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 8-4-0,Exterior(2)8-4-0 to 11-4-0 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 EXPIRES: 12-31-2019 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1. ,KRILL 8 6)A plate rating reduction of 20%has been applied for the green lumber members. wA 7)Refer to girder(s)for truss to truss connections. J O `f> 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 0, -0- Jp: C' ? x'13 7=205. • - rI� 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum . r4 i,,. sheetrock be applied directly to the bottom chord. ecl,0 4, 51398 �� o 4,,51398 SSIONAL Cs‘ July 22,2019 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI;�' fek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018821 PLH-3213 Rainier A 2x6 K6421085 2018821 G01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:08 2019 Page 1 ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-JUHeFfie5Bc?c79U 1 L78MK8xKvLWJvk2aTU3d5ywCcv -1-0-0 3-6-4 7-0-8 8-0-8 1-0-0 3-6-4 3-6-4 1-0-0 Scale=1:20.2 SHEATHING SHOWN IS NOT PART OF STRUCTURAL ANALYSIS FOR FOR THIS COMPONANT. 4 4x4 = Sheet Front Full Sheathing ���/ 1 Ply 7/1r 4x9 OSB 8 / 8.00 12 2x4 II 5 2x4 II 3ejl AAea 6 2 .//1, . A /;7/ - 7 Er Er CY, a 10 9 8 3x4 = 2x4 II 2x4 II 2x4 II 3x4 = 7-0-8 7-0-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 6 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 6 n/r 120 TCDL 7.0 Rep Stress!nor YES WB 0.04 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:51 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G p REACTIONS. All bearings 7-0-8. f��� P n Ore6, (Ib)- Max Horz 2=83(LC 9) '� `_`GINE sj Max Uplift All uplift 100 lb or less at joint(s)2,6,10,8 �� V`_ Fh} °A9� Max Gray All reactions 250 lb or less at joint(s)2,6,9,10,8 !vim FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE 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 Q OREGON Cr exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -7G "o k�! 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry / q�. 2(�� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 14 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 IFR R10- �P 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. EXPIRES: 12-31-2019 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6,10,8. 00RILL 8 44 of WAsi, 14-> 0 srr r 'r .1=4 4,51398 44 .GISTS �SSIQNALI July 22,2019 IIMIIIMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �x a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421086 2018821 G02 Common 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:08 2019 Page 1 ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-JUHeFfie5Bc?c79U 1 L78MK8wUvLsJvS2aTU3d5ywCcv -1-0-0 3-6-4 7-0-8 7-12 p 8-0-8 1-0-0 3-6-4 3-6-4 0-1-13 0-10-3 Scale=1:21.7 4x4 = 3 8.00 12 11 45 2 N OM M2x4 I I =Io 16 3x4 = 3x4 = 3-6-4I 7-0-8 3-6-4 3-6-4 Plate Offsets(X,Y)-- [2:0-4-12,0-1-0],[4:0-4-12,0-1-0] 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 7-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 7-10 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:36 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G ��EO P R OFFS REACTIONS. (lb/size) 2=342/0-5-8,4=841/0-5-8,5=-484/0-1-3 ;< �NE- . c$'j Max Horz 2=84(LC 9) �`Cai4 °� Max Uplift 2=-85(LC 10),4=-453(LC 11),5=-580(LC 19) tt✓ Max Gray 2=342(LC 1),4=906(LC 19),5=363(LC 11) i " 89200PE '9r''' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285/84,3-4=-302/87,4-5=-198/422 NOTES- 0 CC 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; -74^ 4OREGON 44/'>' (/� MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right / .1}• rLQN � exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Q 1 4 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 SFR R k-\ �P 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPI RES: 12-31-201 9 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 4=453,5=580. 0,VARILL s 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5. �� . WAS 44;14), This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum O 1tt\ sheetrock be applied directly to the bottom chord. iIiira) f 1},- C.), e' A r ra k 51398 °+0 'LISTER NAL July 22,2019 .r. A WARNING-Verify 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,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 j ffek` 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 2018821 PLH-3213 Rainier A 2x6 K6421087 2018821 G03 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:09 2019 Page 1 • ID:NkxgilF43nKgKN 1 G VnG6ukywDjZ-ngq 1 S?jGsVksEHkhb2eNvYg531h12M_Bo7Ed9YywCcu -1-0-0 3-6-8 7-1-0 8-1-0 1-0-0 3-6-8 3-6-8 1-0-0 Scale=1:20.3 SHEATHING SHOWN IS NOT PART OF STRUCTURAL ANALYSIS FOR FOR THIS COMPONANT. 4 Sheet Front 4x4 = Full Sheathing 1 Ply 7/16"4x9 OSB 8.00 12 gm /moi/ i 2x4 I 2x4 II A3M17 Ore ebr 114 2 7 AlM Ar /;,%�i.:�/ 7 ' %%/%////% /% i%%%/7 a ............................•❖.❖.•..••........•❖.....••. ....•............••..•.........• ❖.❖. to 10 9 8 3x4 = 2x4 II 2x4 II 2x4 H 3x4 7-1.0 - 7.1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 6 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 6 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:51 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G G p c REACTIONS. All bearings 7-1-0. �(, 0 PROF`-t S'S- Max Horz 2=84(LC 9) o !__``01/44 t�lf Max Uplift All uplift 100 lb or less at joint(s)2,6,10,8 17 ��C� V`` Fig `3- Max Gray All reactions 250 lb or less at joint(s)2,6,9,10,8 e. FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)zone;cantilever left and right exposed;end vertical left and right © OREGONCt to exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �G tc 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry //� -*/), 20� PT Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. '-/ 14 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 it f fi�R t`'4e 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. EXPIRES: 12-31-2019 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6,10,8. 1.RILL$ 4.4 oi'As/N 4 , if r l 51398 4,� 3, o=STBR19 �SSIONAL'� July 22,2019 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek° 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 2018821 PLH-3213 Rainier A 2x6 K6421088 2018821 JA01 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:10 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-FsOPgLkudpsjsQJt9m9cSIDD4iyvnpoLlnzAhywCct • -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:17.6 3 8.00 12 2 .1 Io C ♦ 8 9 10 4 LUS24 LUS24 LUS24 c 3x8 = 8-0-0 I 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0.0-1-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.08 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.23 4-7 >409 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code 18C2015/TP12014 Matrix-MP Weight:19 lb FT=10% 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) 3=196/Mechanical,2=124/0-5-8,4=115/MechanicalCC�tiD PRO FF Max Horz 2=78(LC 10) '�` Ss Max Uplift 3=-64(LC 10),2=-48(LC 28),4=-28(LC 10) ,9 /QAA-- Max Gray 3=204(LC 34),2=141(LC 16),4=126(LC 3) �C op �f "gyp FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 09200P E r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right (7 CC exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 7OREGON Di t 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 L�^�,9r i 4 2�� �� 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs v 0..non-concurrent with other live loads. / FR o 10- 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n 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. EXPIRES: 12-31-2019 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)3,2,4. 9)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 6-0-12 to connect truss(es)to back face of bottom chord. �n 10) Fill all nail holes where hanger is in contact with lumber. .h$RR-•prr L h 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 44) OV wAsr4,1,' ) LOAD CASE(S) Standard . G 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 (I-.- . Uniform Loads(plf) `';4' r rig Vert:1-3=-64,4-5=-20 \" Concentrated Loads(Ib) '/ Vert:8=-2(B)9=-22(B)10=-78(B) "d• 51398 �'� A. sSr()NALG July 22,2019 I MOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mit- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 2018821 PLH-3213 Rainier A 2x6 K6421089 2018821 JA02 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:10 2019 Page 1 • ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-FsOPgLkudpsjsQJt9m9cSl DDnizTnpoL1 nzAh_ywCct -1-0-0 3-10-15 1-0-0 3-10-15 'k<ccD PROFFss Scale=1:18.9 3 AGI I N E- •;.5) dol_ 89200PE pr 8.00 12 71- 4 OREGON lei /O 9Y 14, 20 + MRRII-- 2 EXPIRES: 12-31-2019 I0' o ♦ 4 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0.0-1-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.08 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.24 4-7 >391 180 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-MP Weight:24 lb FT=10% 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=153/Mechanical,2=243/0-5-8,4=62/Mechanical Max Horz 2=136(LC 10) Max Uplift 3=-81(LC 10),2=-23(LC 10) Max Gray 3=164(LC 18),2=243(LC 1),4=120(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf 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)3,2. ,RRILj, q� 419 V WAST Ftp .*,51398,0 51398 4t" • `-1?,„ rs sSIONAL k July 22,2019 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 braang 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 2018821 PLH-3213 Rainier A 2x6 K6421000 2018821 JA03 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:11 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-j3ynthlWO6_ZTau3iThr_zmNv6JhWG2UGRjkDQywCcs • -1-0-0 5-10-15 1-0-0 5-10-15 Scale=1:25.9 3 8.00 12 • 1 2 / ice; 3 4 3x8 8-0-0 8-0-0 Plate Offsets(X,Y)-- 12:0-8-0,0-1-2] 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 0.27 Vert(LL) -0.09 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.27 4-7 >351 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:29 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=199/Mechanical,2=320/0-5-8,4=68/Mechanical <cQ`ED P R OFFS Max Horz 2=196(LC 10) � GENE cS'j Max Uplift 3=-143(LC 10),2=-30(LC 10) C.? VN Fig p29 Max Gray 3=214(LC 18),2=320(LC 1),4=124(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE 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 FL- 4-!OREGON 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 / Ai k2-Q +� 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �f 14+ VP non-concurrent with other live loads. '�'/ :j R`�>- 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �l 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. EXPI RES: 12-31-2019 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 except(jt=lb) 3=143. 9)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. ULL. , WAS Ufa tre •• `7 4� 51398,41 � . ° ` GIS ssIONAL 0(' July 22,2019 INN MIA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and buss systems,see ANSI/TP11 Quality Criteria,058-89 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 2018821 PLH-3213 Rainier A 2x6 K6421091 2018821 JA04 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:11 2019 Page 1 I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-j3ynthl WO6_ZTau3iThr_zmLR6I M WG2UGRjkDQywCcs -1-0-0 7-10-15 1-0-0 7-10-15 3 Scale:3/8"=1' 10 8.00 12 9 8 2 c 1 s� 4 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-2] 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 0.43 Vert(LL) -0.09 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.31 4-7 >312 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight 34 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=251/Mechanical,2=387/0-5-8,4=77/Mechanical Q,E P R OFFS Max Horz 2=239(LC 10) � GIN cSj Max Uplift 3=-167(LC 10),2=-47(LC 10) �N Max Max Gray 3=270(LC 18),2=387(LC 1),4=127(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. $92:07 E NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 3-7-4,Exterior(2)3-7-4 to 7-10-3 © OREGONzone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions �L t shown;Lumber DOL=1.60 plate grip DOL=1.60 q1. 2O\ �� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide EXPIRES: 12-31-2019 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 except(jt=lb) 3=167. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum444 sheetrock be applied directly to the bottom chord. ,) O' WASfty it 51398 4,r O �GtS11R441 SS'ONAL �� July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ��- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and buss 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 2018821 PLH-3213 Rainier A 2x6 K6421092 2018821 JA05 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:12 2019 Page 1 I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-BF W941189Q6Q5kTGGAC4XAIVn WeYFjHeV5SHmsywCcr 1-0-0 8-0-0 9-10-15 1-0-0 8-0-0 1-10-15 Scale=1:39.7 4 ro 761, 3 o,4nfo1 5 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.10 5-8 >989 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.31 5-8 >307 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:39 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2. f;C\< � P R OF�C�' (lb)- Max Horz 2=281(LC 10) \ G Ij N E cS1j Max Uplift All uplift 100 lb or less at joint(s)4,2 except 3=-203(LC 10) 41./ �� Fi4 �2 Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=396(LC 1),3=338(LC 18) 89200PE FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 OREGON zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions L /f? shown; late =1.60 2)TCLL:ASCE 7-10;r Pf=25 0p psf(flat roof /Q snow);Category II;Exp B;Fully Exp.;Ct=1.10 j 4, 2°�r1 !� 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �-R R I L`-' non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide EXPI RES: 12-31-2019 will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2 except(jt=lb) 3=203. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. vysititILL 8 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 44) WAS '� sheetrock be applied directly to the bottom chord. �- O , 51398 °. s OisTEV° ° ZONAL July 22,2019 IMMIMAWARNING-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 e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing liIiTek' 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 2018821 PLH-3213 Rainier A 2x6 K6421093 2018821 JA06 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:12 2019 Page 1 • ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-BF W941189Q6Q5kTGGAC4XAI VnWeYFjH eV5SHmsywCcr r14)-0( 8-0-0 1 11-10-15 1-0-0 8-0-0 3-10-15 Scale=1:46.6 5 Io n 0 4 8.00 12 312 8 11 N 01 r9 n 10 2 tG 1 1111 OO R/ 0 6 3x8 = 8-0-0 I 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0.0-1-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.10 6-9 >979 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.31 6-9 >307 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:44 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8. ���D P R aFFS (lb)- Max Horz 2=322(LC 10) �"� G�N� S/ Max Uplift All uplift 100 lb or less at joint(s)5,4 except 3=-207(LC 10) �� �� F,o9 D2S_ Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 2=396(LC 1),3=346(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E TOP CHORD 2-3=-280/264 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; © Q MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 7-7-4,Exterior(2)7-7-4 to 11-10-3 -9G 41 OREGON c• �, zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions / q QN 11 shown;Lumber DOL=1.60 plate grip DOL=1.60 r j 4 �T 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10R R I LL e• 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPI RES: 12-31-2019 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)4. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4 except(jt=lb) OtRILL, 3=207. 44) v WAS `7 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. Q,. O +�'� 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 Q .k •f ,, p,A *0 sheetrock be applied directly to the bottom chord. A*' r rd Iti 51398 4,' °40rsTS �° July 22,2019 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSVTPI1 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 2018821 PLH-3213 Rainier A 2x6 K6421094 2018821 JA07 Jack-Open 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:13 2019 Page 1 I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-fR4XINmnwkEHju2SqujJ3OrgXv_n_AXnjICglJywCcq • 71-0-0I 8-0-0 13-10-15 1-0-0 8-0-0 5-10-15 6 Scale=1:53.6 Io 0 5 4 8.00 12 13 3 N 12 - rn o N 0) W 11 1 2 30 ►1 0 7 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-2] 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 0.45 Vert(LL) 0.10 7-10 >968 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.31 7-10 >307 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:50 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. cr�� REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. AEU P R Opp (Ib)- Max Horz 2=364(LC 10) � G (� s/ Max Uplift All uplift 100 lb or less at joint(s)6,4,5 except 3=-208(LC 10) � FR D2 Max Gray All reactions 250 lb or less at joint(s)6,7,4,5 except 2=396(LC 1),3=346(LC 18) 9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �g 200P E TOP CHORD 2-3=-341/323 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; OREGON MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 9-7-4,Exterior(2)9-7-4 to 13-10-3 FL �� 44/ zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions '9 20 shown;Lumber DOL=1.60 plate grip DOL=1.60 14, Y 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 /f1nnl R 1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs � non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12-31-2019 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)4,5. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4,5 except 3PIj•1. (jt=lb)3=208. 44) F WASE `1 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. �(, O 1� 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 4 Q rfi sheetrock be applied directly to the bottom chord. h ©Yr 51398 qr� �GISTB ' s`sIONAL 9'- July 22,2019 l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. le'' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml ire 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 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 2018821 PLH-3213 Rainier A 2x6 K6421095 2018821 JA08 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:13 2019 Page 1 • ID:NkxgilF43nKgKN1GVnG6ukywDjZ-fR4XINmnwkEHju2SqujJ3OrgXv_n AXnjlCglJywCcq -1-0-0 8-0-0 15-10-15 -0-0 8-0-0 7-10-15 8 Scale=1:61.6 8.00 12 0 Ir 7 d 6 15 4x6 �i 5 4 3 4► ri n 9' N 148 o 13 NI- 12 o =' o 9 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-2] 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 0.45 Vert(LL) 0.10 9-12 >958 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.31 9-12 >307 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-AS Weight:55 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except(jt=length)8=Mechanical,2=0-5-8,9=Mechanical,3=0-3-2. ���D P R OFFS (Ib)- Max Horz 2=406(LC 10) c'� G I N F cS'j Max Uplift All uplift 100 lb or less at joint(s)8,5,6,7 except 3=-208(LC 10) �N � �� Max Gray All reactions 250 lb or less at joint(s)8,9,5,6,7 except 2=396(LC 1),3=346(LC 18) tV 9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `:,•-.1 - 89200P E �' TOP CHORD 2-3=-406/383 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; © Ct- MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 11-7-4,Exterior(2)11-7-4 to 15-10-3 '$TL OREGON Ix tV zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions / 2 P Q\ 4 shown;Lumber DOL=1.60 plate grip DOL=1.60 Q �}. 1 4 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4fi R R'L� 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��77 non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPI RES: 1 2-31-2019 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)5,6,7. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,5,6,7 exceptLL 8 t=lb 3=208. a ) ' wasr , 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7. �C} Q +�',� 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 Or- La/ ,�� �isheetrock be applied directly to the bottom chord. -4 �, . ' '1,,l X00 5139$ ,'�, 0IS'TtR -,S's, IONAL:0'6 July 22,2019 .� I r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rP11 Quality Criteria,DSB-89 and 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 2018821 PLH-3213 Rainier A 2x6 K6421096 2018821 JA09 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:14 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-8dewVjnPh1M8K2deObEYcbOrHJJOjdnwyPxOglywCcp • I1-0-0 8-0-0 17-10-15 1-0-0 8-0-0 9-10-15 9 Scale=1:68.2 0 I' 8 0 7 16 6 4x6 i 5 q cg N 8.00 12 3 �. 0 N 15 14 m 12 y'I 0 "Y. 0 10 3x8 = I 8-0-0 —1 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.10 10-13 >948 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.31 10-13 >307 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:60 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,10=Mechanical,9=Mechanical,3=0-3-2. ��GD P R°Fe, (Ib)- Max Horz 2=447(LC 10) �< G NE C cS'/ Max Uplift All uplift 100 lb or less at joint(s)9,5,6,7,8 except 3=-209(LC 10) � � �N89200PFEiQ Q2 Max Gray All reactions 250 lb or less at joint(s)10,9,5,6,7,8 except 2=396(LC 1),3=346(LC 18) 9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-470/444,3-5=-308/269 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; d Q MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 13-7-4,Exterior(2)13-7-4 to 17-10-3 pG 4,OREGON / \ C( zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions /Q r Q shown;Lumber DOL=1.60 plate grip DOL=1.60 1 4, 2 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 /7/ L� R �P 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPI RES: 12-31-2019 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)5,6,7,8. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,5,6,7,8 except ALL 8 (jt=lb)3=209. 4 WAS 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7,8. O >� 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 4.100 ler;" .,. sheetrock be applied directly to the bottom chord., A J "deo 41 51398 4k` 41 4's, sIONAL G July 22,2019 r AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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?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 2018821 PLH-3213 Rainier A 2x6 K6421097 2018821 JA10 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:15 2019 Page 1 • ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-cgClj3o1 SLU?yCCgxJln9pw01jfFS414B2hxMBywCco 1-0-0 4-0-0 i 8-0-0 I 19-1-15 I 1-04 4-0-0 4-0-0 11-1-15 Scale=1:72.6 10 N 8.00 •12 9 to 8 17 7 6 4x6 / N 4 s a Y 3 Q N `r 16 15 2 a 1 o o 11 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-2] 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 0.45 Vert(LL) 0.10 11-14 >942 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.31 11-14 >307 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 10 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-AS Weight:64 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except(jt=length)10=Mechanical,2=0-5-8,11=Mechanical,3=0-3-2. `0 0 P R°FFs (Ib)- Max Up2=473(LC 10) co.. ANGIN FSR cSja Max Uplift All uplift 100 lb or less at joint(s)10,5,6,7,8,9 except 3=-209(LC 10) Max Gray All reactions 250 lb or less at joint(s)10,11,5,6,7,8,9 except 2=396(LC 1),3=346(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E r TOP CHORD 2-3=-511/482,3-5=-348/307,5-6=-285/248 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; Q a" MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 14-10-4,Exterior(2)14-10-4 to 19-1-3 -7, A_OREGON k 14, zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions / /Q�. r�Q� } shown;Lumber DOL=1.60 plate grip DOL=1.60 Q 4+ 4'l 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 RIO-- 6P ER 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPI RES: 12-31-2019 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)5,6,7,8,9. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10,5,6,7,8,9 oVARILL is except(jt=lb)3=209. `� if WAS 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7,8,9. � 4 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 srsrf� �it', sheetrock be applied directly to the bottom chord. /t r4� 51398 x °, c°Grs,rsR�o ' ssIONAL' G July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mitDesign valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ; building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI I{ ®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018821 PLH-3213 Rainier A 2x6 K6421098 2018821 JA11 Jack-Open Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:16 2019 Page 1 I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-401gwPpfCfdsaLm 1 VOGOhOTGz7wOBOaDPiQVveywccn 14-11-15 1 4-0-0 1 8-0-0 I 10-1-8 1 12-1-8 1 14-1-8 1 I 4-0-0 4-0-0 2-1-8 2-0-0 2-0-0 0-10-7 7 Scale=1:65.6 6 0 Ir 5 0 8.00 12 4 3 4��ED PROFFss ,4 v o � �NGINEFR /A, 3x8 -2 �� p p O-vp 2 892001E r 1Ac--).„, Q .swt�„�ri� OREGON 15 10 16 9 8 /0 -t 7 4' n0���� LUS26 3x8 LUS24 4x4 = /�l L !i� 3x8 = 4/ R R 11—\-- LUS24 V (l EXPIRES: 12-31-2019 1 4-0-0 1 8-0-0 8-1r9 4 -0-0 4-0-0 0-1'-9 Plate Offsets(X,V)-- [1:0-8-0,0-2-2],[2:0-3-8,0-1-8],[10:0-4-8,0-1-8] — LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.02 9-10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.66 Vert(CT) -0.06 9-10 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.62 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight:65 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. All bearings 0-1-8 except(jt=length)1=0-5-8,9=Mechanical,3=0-3-2. (Ib)- Max Horz 1=362(LC 24) Max Uplift All uplift 100 lb or less at joint(s)3,4,5,6 except 1=-135(LC 8),9=-306(LC 8) Max Gray All reactions 250 lb or less at joint(s)3,4,5,6 except 1=1228(LC 1),9=1182(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1537/228 BOT CHORD 1-10=-384/1276,9-10=-384/1276 WEBS 2-10=-269/1406,2-9=-1562/470 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. vsg,RRILL „ 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5,6. y.� wA$ �Q L 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4,5,6 except O .r (jt=lb)1=135,9=306. off �.�10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5,6. ` /. ,# . • • 11) Use Simpson Strong-Tie LUS26(4-10d Girder,3-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect truss(es)to front face of bottom chord. 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at --ter • 4-0-12 from the left end to 6-0-12 to connect truss(es)to front face of bottom chord. 1, 51398 ty” 13) Fill all nail holes where hanger is in contact with lumber. �i �l'0IS FEg 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 SSIONALG July 22,2019 Continued on oaae 2 I ..... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421098 2018821 JA11 Jack-Open Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:16 2019 Page 2 ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-401gwPpfCfdsaLm 1 VOGOhOTGz7wOBOaDPiQVveywCcn LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-7=-64,8-11=-20 Concentrated Loads(Ib) Vert:10=-612(F)15=-612(F)16=-612(F) ter. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/73/2015 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 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 2018821 PLH-3213 Rainier A 2x6 K6421099 2018821 JA12 Jack-Partial Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:17 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-YCJ28kpHzyljBVLD3knFEEORfXHEwsDNeMA2R4ywCcm a 4-0-0 8-0-0 10-1-8 11-10-15 4-0-0 4-0-0 2-1-8 1-9-7 5 Scale=1:49.0 4 Io 12 3 0 8.00 � ?c.0 PR OFFss ,2 -' 449 NGiNEF9 �O, 3x6 2 i. `� 89200PE p� 4N, 1 AA 16 ..i._: _ 0 OREGON I[ !�I 11 rr / O Y1 4, nON im, 138 14 7 ei 6 FRRILL 3x8 -LUS26 3x6 II LUS24 4x4 = LUS24 EXPIRES: 12-31-2019 l 4-0-0 8-0-0 8-1r9 4-0-0 4-0-0 0-1'-9 Plate Offsets(X,Y)-- [1:0-8-0,0-1-14],[2:0-2-4,0-1-8],[8:0-4-4,0-1-8] 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 0.19 Vert(LL) -0.03 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.06 7-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.53 Horz(CT) 0.01 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-MP Weight:57 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. All bearings 0-5-8 except(jt=length)6=Mechanical,3=0-3-2,4=0-1-8. (Ib)- Max Horz 1=294(LC 8) Max Uplift All uplift 100 lb or less at joint(s)3 except 1=-144(LC 8),6=-262(LC 8),4=-164(LC 5) Max Gray All reactions 250 lb or less at joint(s)3 except 1=1046(LC 1),6=969(LC 1),4=325(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1320/164 BOT CHORD 1-8=-345/1088,7-8=-345/1088 WEBS 2-8=-233/1205,2-7=-1352/429 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 1�'- _v,RRILL ., 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 44) w 4 AS 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) • i 1=144,6=262,4=164. o' :, °� �'� 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. #.1J ' O 4 11)Use Simpson Strong-Tie LUS26(4-10d Girder,3-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect ' 'Y,g truss(es)to back face of bottom chord. •„.,/ 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 1'/ 4-0-12 from the left end to 6-0-12 to connect truss(es)to back face of bottom chord. A0 $1398 4J� 13) Fill all nail holes where hanger is in contact with lumber. 4, 51398,a 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 ssIONAL G Continued on oaae 2 July 22,2019 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 mil a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 1(6421099 2018821 JA12 Jack-Partial Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:17 2019 Page 2 a ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-YCJ28kpHzyljBVLD3knFEEORfXHEw5DNeMA2R4ywCcm LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,6-9=-20 Concentrated Loads(Ib) Vert:8=-482(B)13=-482(B)14=-482(B) MC A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIi-7473 rev.10/03/2015 BEFORE USE. a. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle 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 2018821 PLH-3213 Rainier A 2x6 K6421100 2018821 JC01 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:17 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-YCJ28kpHzyljBVLD3knFEEOTnXOvw_XNeMA2R4ywCcm a -1-0-0 1-10-15 1-0-0 1-10-15 Special Scale=1:12.2 3 8.00 12 2 1 , m ! ' , =/ LUS24 q 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.01 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.02 4-7 >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-MP Weight:13 lb FT=10% 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=98/Mechanical,2=154/0-5-8,4=29/Mechanical GD PR pOres, Max Horz 2=78(LC 10) C�G n Max Uplift 3=-63(LC 10),2=-28(LC 10) � _`GINE u> Max Gray 3=107(LC 34),2=155(LC 16),4=56(LC 3) ��� V`1 FR �A FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. cc 89200PE 9� 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 -pG ,"OREGON / f 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /� q}• 14 24� P-1 non-concurrent with other live loads. ♦ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. zvf�tj R 1L4 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 ►11 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. EXPIRES: 12-31-2019 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)3,2. 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 truss(es)to front face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)57 lb down and 65 lb up at 1LL 1-10-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. WAS 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Q k LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 -. a �'~^� Uniform Loads(plf) ' Vert:1-3=-64,4-5=-20 ���„)' Concentrated Loads(Ib) "d 51348 Vert 3=-26(F)8=-2(F) �0 '.0/STER 40N At.,40 - July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018821 PLH-3213 Rainier A 2x6 K6421101 2018821 JCO2 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:18 2019 Page 1 • ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-OPtQL4gvkGtapfwPdRJUmRYdowjufRmWtOvbzWywCcl -1-0-0 3-10-15 1-0-0 3-10-15 Scale=1:18.9 3 !l 8.00 12 C) C) 2 1 ,. 4 3x4 = F 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.01 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.02 4-7 >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/TPI2014 Matrix-MP Weight:18 lb FT=10% 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=120/Mechanical,2=222/0-5-8,4=36/Mechanical t`p PRD Max Horz 2=136(LC 10) c�G Fes Max Uplift 3=-96(LC 10),2=-33(LC 10) � GINE cr> Max Gray 3=131(LC 18),2=222(LC 1),4=61(LC 3) ,\ � GINE,-I9 a FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q 89200PE 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 Q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 '9L 4?OREGON�t 10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs / �Q 0 non-concurrent with other live loads. r 14 2 RP. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �FjR R 10- 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. EXPIRES: 12-31-2019 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)3,2. ' L8 44 if WAS , > i „fjr. C3*,, 51398 G/STER ssIONALG July 22,2019 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' ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type 'Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421102 2018821 JC03 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:18 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-OPtQL4gvkGtapfwPdRJUmRYddwjgfRmWtOvbzWywCcl • -1-0-0 4-0-0 5-10-3 1-0-0 4-0-0 1-10-3 Scale=1:25.5 4 0 I/ o 8.00 jiY 3 i( Io o e ,;)- 2 2 71 1 II OA 3x4 = 5 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 5-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.02 5-8 >999 180 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-MP Weight:23 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. (Ib)- Max Horz 2=194(LC 10) ��EO PROFS Max Uplift All uplift 100 lb or less at joint(s)4 except 3=-152(LC 10) �'� `_`C?IN� sf Max Gray All reactions 250 lb or less at joint(s)4,2,5,3 \ fir`_ Fig �A_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. (t4f 89200PE r 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 0 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 74- OREGON R AIV 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /Q '9y 14 ZQ� �4 non-concurrent with other live loads. ',ty`�- 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Fp RIO- 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 7 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. EXPIRES: 12-31-2019 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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 3=152. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. L ogStRI 40oWASI) `>, 1 51398 �'� � SSIONALG July 22,2019 t ....... AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply 2018821 PLH-3213 Rainier A 2x6 K6421103 2018821 JDO1 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:19 2019 Page 1 ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-UbRpYQrXVa?RRpVcA9gjJf5pH K4MOu0f6gf9VyywCck -1-0-0 1-10-15 1-0-0 1-10-15 Special Scale=1:12.2 3 8.00 12 i 2 1 ' '111 I'l 01._ 8 4 LUS24 ,/ 3x4 = 4-0-0 I 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 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.02 4-7 >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-MP Weight:13 lb FT=10% 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=98/Mechanical,2=154/0-5-8,4=29/Mechanical 0 PRO Max Horz 2=78(LC 10) �� 4-6, Max Uplift 3=-63(LC 10),2=-28(LC 10) G� !a_``GINE s/ Max Gray 3=107(LC 34),2=155(LC 16),4=56(LC 3) �, V`_ FR O*'P 44 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. CC 89200PE r 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 © it 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 yG ,t,OREGON�sx ,C(t 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs / q 0 non-concurrent with other live loads. rk 14, Z # 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MSR RIO- 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. EXPIRES: 12-31-2019 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)3,2. 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 truss(es)to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)57 lb down and 65 lb up at OtRILL, q� 1-10-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. 44 �v WAS/ill. 'I>12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11 LOAD CASE(S) Standard 9 r 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 ++ I�+ Uniform Loads(pIf) \,' Vert 1-3=-64,4-5=-20 -,`r Concentrated Loads(Ib) Ali 51398 - Vert:3=-26(B)8=-2(B) 0oISTEsx- . --,:ss, StONAL C) July 22,2019 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. N1' 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 MIR*. 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 2018821 PLH-3213 Rainier A 2x6 K6421104 2018821 JDO2 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:19 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-UbRpYQrXVa?RRpVcA9gjJf5oYK370u0f6gf9VyywCck -1-0-0 3-10-15 1-0-0 3-10-15 Scale=1:18.9 3 8.00 12 C' 2 ,1 c �. 4 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.01 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.02 4-7 >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-MP Weight 18 lb FT=10% BCDL 10.0 g 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=120/Mechanical,2=222/0-5-8,4=36/Mechanical c0 PROF Max Horz 2=136(LC 10) C j�G 40 Max Uplift 3=-96(LC 10),2=-33(LC 10) GO�` _`G INF 'f Max Gray 3=131(LC 18),2=222(LC 1),4=61(LC 3) \ `_ Fi4 �A FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE 9� 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 Ct 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 -yyG ,,OREGON 44/3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /6 '44- 4�• 20� �� non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1/1 /4 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. EXPIRES: 12-31-2019 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)3,2. vtv,IIRILL, 4S9 ae WASrkviet, 4.,51398 k/ SI*" July 22,2019 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/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 2018821 PLH-3213 Rainier A 2x6 K6421105 2018821 JDO3 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:20 2019 Page 1 • I D:NkxgiIF43nKgKN 1 GVnG6ukywDjZ-yn?BmmsAGt712z4oksLyssez7kPl7LGpKKOi2PywCcj -1-0-0 4-0-0 4-8-0 1-0-0 4-0-0 0-8-0 Scale=1:21.4 4 o 3 I r 0 8.00 12 0 or ao el 4 r., 2 NIMIIIIIMIMIll IPA 5 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 5-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.02 5-8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TPI2014 Matrix-MP Weight:20 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. ED P R OF1� (Ib)- Max Hoa 2=159(LC 10) .t�� `� Max GrMax ay All reactift All uplift o0 lb ns 250rless at lb or less at joint(s)4int(s)4,2 X2,5,3 cept 117(LC 10) ��\` v4GI NF�n tri©*9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4t v89200PE77 r 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 © it 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;ExpB;FullyExp.;Ct=1.10 ? OREGON to ) 9 N L OF 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /6 q}. non-concurrent with other live loads. © AAII 4$ 2P\elPo 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 41 p UA- 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 R 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. EXPIRES: 12-31-2019 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. 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) 3=117. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. L vORI X19 ov WAS 1f), alr r;., G to I �4 _r ,r "0� 51398 kr/ ° ,`'Grs 4.5',-40NAL' � July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not # a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle 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 2018821 PLH-3213 Rainier A 2x6 K6421106 2018821 JE01 . Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:21 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-Q_ZZz6so1BF9g7f_IZsBO4A6J8iTsoWyZ_8FarywCci ' -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:17.6 3 8.0012 Io 4 ♦ 8 9 10 4 Y LUS24 LUS24 LUS24 c 3x8 = 8-0-0 8-0.0 Plate Offsets(X,Y)-- [2:0-8-0.0-1-3] 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 0.21 Vert(LL) 0.08 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.23 4-7 >409 180 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-MP Weight:19 lb FT=10% 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) 3=196/Mechanical,2=124/0-5-8,4=115/Mechanical kkE,D PROpe Max Horz 2=78(LC 10) is Max Uplift 3=-64(LC 10),2=-48(LC 28),4=-28(LC 10) <Ca� *NG�NEF9 cS-0 Max Gray 3=204(LC 34),2=141(LC 16),4=126(LC 3) �� v ,7 rap cc r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 89200PE 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 rightt} Cr exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -St OREGON t.,� � 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 L<Q�,9 2.O' '1k 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 14, P v /y non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R R 1 1. 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. EXPI RES: 12-31-2019 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)3,2,4. 9)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 6-0-12 to connect truss(es)to front face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. _`'` RIt„(r 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4� .,RWAS 8� >, LOAD CASE(S) Standard /5 e" ��j 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 jt O Uniform Loads(plf) ( ,, . Vert:1-3=-64,4-5=-20 \ Concentrated Loads(Ib) 'er Vert:8=-2(F)9=-22(F)10=-78(F) 4 SST 4' �� ��crs���' �SSIQIVAL�G July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10413/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Jot, Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421107 2018821 JEO1A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:21 2019 Page 1 • I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-Q_ZZz6so 1 BF9g7f_IZSBO4A6J8iTsoWyZ_8FarywCci -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:17.6 3 8.00 12 1 1 2 - - LI 6 9 10 4 C o ♦ LUS24 LUS24 LUS24 3x8 = 8-0-0I I 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0.0-1-2] 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 0.21 Vert(LL) 0.08 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.23 4-7 >409 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-MP Weight:19 lb FT=10% 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) 3=196/Mechanical,2=124/0-5-8,4=115/Mechanical ,� �"� $0 PR046, Max Horz 2=78(LC 10) _*GENE Max Uplift 3=-64(LC 10),2=-48(LC 28),4=-28(LC 10) Q� p �\ � FcSj ,9 t�*er Max Gray 3=204(LC 34),2=141(LC 16),4=126(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE 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 Q ct exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 'j7� OREGON�� As 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �0 .qr 14 2O �+ 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 411 RIO- 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. EXPI RES: 12-31-2019 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)3,2,4. 9)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 6-0-12 to connect truss(es)to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. OR-RILL , 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �.� �. w +_ � LOAD CASE(S) Standard op�/ �#. ��Q�� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 � �+ ; ,,, Uniform Loads(plf) A Vert:1-3=-64,4-5=-20 4 7 Concentrated Loads(Ib) ;i'/ Vert:8=-2(B)9=-22(B)10=-78(B) A� 51398 �'� SsIONAL P' July 22,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. sat Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421108 2018821 JE02 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:22 2019 Page 1 ID:NkxgilF43n KgKN 1 GVnG6ukywDjZ-vA7xBStQoVNOIGEBsH NQxHjHmY3GbFm6oetp6HywCch -1-0-0 3-10-15 1-0-0 3-10-15 P R OFess sale=1:18.9 3 <C\'‘°'1 NGIN�F'V iQ 89200PE pr V G A_OREGON o, (vim FRR10- EXPIRES: 12-31-2019 y 12 4 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-3] 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 0.23 Vert(LL) -0.08 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.24 4-7 >391 180 TCDL 7.0 ert( ) BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight:24 lb FT=10% 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=153/Mechanical,2=243/0-5-8,4=62/Mechanical Max Horz 2=136(LC 10) Max Uplift 3=-81(LC 10),2=-23(LC 10) Max Gray 3=164(LC 18),2=243(LC 1),4=120(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. vsy.RRILL O WAS/N:4> 5139844, °• .4>'orsm - �SSIONALtx- �� July 22,2019 NM NM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1W03/2015 BEFORE USE. Nor 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 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 Infonnation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421109 2018821 JEO2A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:22 2019 Page 1 • I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-vA7xBStQoVNOIGEBsHNOxHjHmY3GbFm6oetp6HywCch -1-0-0 3-10-15 1-0-0 3-10-15 3 �� PRQFk:c Scale=1:18.9 ,Ga- 89200PE pt- 8.00 12 Cit , OREGON 4/ 490'7-.1)". 14, 2 P-�- 2 EXPIRES: 12-31-2019 12 4 Os ►_. 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.08 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.24 4-7 >391 180 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-MP Weight:24 lb FT=10% 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=153/Mechanical,2=243/0-5-8,4=62/Mechanical Max Horz 2=136(LC 10) Max Uplift 3=-81(LC 10),2=-23(LC 10) Max Gray 3=164(LC 18),2=243(LC 1),4=120(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. oVARILL, q4 ..;moi , . 45,51398,i. 4, o.� z'GIST 3 -stoNAL July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 Miff** 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/nformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421110 2018821 JE03 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:23 2019 Page 1 ID:NkxgiIF43nKgKNIGVnG6ukywDjZ-NMhJOou2ZoVsvQpNP_ufTVFRtxPUKi0FOldMekywCcg a -1-0-0 5-10-15 1-0-0 5-10-15 Scale=1:25.9 3 8.00 12 2 C Ii I Im 3 4 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0.0-1-3] 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) -0.09 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.27 4-7 >351 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:29 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=199/Mechanical,2=320/0-5-8,4=68/Mechanical c�,F,O PR()ice, c\ Max Horz 2=196(LC 10) cam S/ Max Uplift 3=-143(LC 10),2=-30(LC 10) �A � Max Gray 3=214(LC 18),2=320(LC 1),4=124(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE 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 yG ,11 OREGON 4/ 9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 / ' . r�QN -lt. 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 1 4+ VP non-concurrent with other live loads. /11 V 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. EXPI RES: 12-31-2019 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 except(jt=lb) 3=143. 9)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. 4\94 L. L � t tnW�0• /-jyr .11 �51398 crs�R,0 NAL July 22,2019 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' ek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and 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 2018821 PLH-3213 Rainier A 2x6 r K6421111 2018821 JEO3A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:23 2019 Page 1 a I D:NkxgiIF43nKgKN 1 G VnG6ukywDjZ-NMhJOou2ZoVsvQpNP_ufTVFRtxPU KiOFOIdMekywCcg 1 -1-0-0 5-10-15 I 1-0-0 5-10-15 Scale=1:25.9 3 i 8.00 12 1 2 -_ I; WO4 3x8 = 8-0-0 I 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-3] 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 0.27 Vert(LL) -0.09 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.27 4-7 >351 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:29 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=199/Mechanical,2=320/0-5-8,4=68/Mechanical ��EO P R QF's Max Horz 2=196(LC 10) �"� G j N F cS'j Max Uplift 3=-143(LC 10),2=-30(LC 10) ��� �N F� �29� Max Gray 3=214(LC 18),2=320(LC 1),4=124(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �g 2�0P E 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 Q Cr exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 FL 4/OREGON fit(/ 2)TCLL:ASCE 7-10;P1=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 /a '4/)" y 1 4, 2,°‘ 4 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs A ‘31i*..non-concurrent with other live loads. R R 1 0- 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. EXPIRES: 12-31-2019 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 except(jt=lb) 3=143. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum q, 4N9 Q sheetrock be applied directly to the bottom chord. LL AN ,01F`', . iiitRit 44,1. (7;1, tiiii "`' Ak l+ 51398 cti ° ION AL 0� July 22,2019 I -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. min 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 2018821 PLH-3213 Rainier A 2x6 K64211)2 2018821 JE04 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 S Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:24 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-rZEic8vgK6djXaOZziPuOioa9LkO39FPFyMwBAywCcf • -1-0-0 7-10-15 1-0-0 7-10-15 Scale:3/8"=1' 3 10 8.00 12 9 8 V' 2 1 /� I" G, a ►t 4 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-3] 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 0.43 Vert(LL) -0.09 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.31 4-7 >312 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:34 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. c REACTIONS. (lb/size) 3=251/Mechanical,2=387/0-5-8,4=77/Mechanical f to PROice Max Horz 2=239(LC 10) y�` _`GINE 41 Max Uplift 3=-167(LC 10),2=-47(LC 10) G,� `_ Fig �� � Max Gray 3=270(LC 18),2=387(LC 1),4=127(LC 3) ,p cc FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 89200PE r 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)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 3-7-4,Exterior(2)3-7-4 to 7-10-3OREGON !� zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions �G Q, ,`V shown;Lumber DOL=1.60 plate grip DOL=1.60 ‘::)/.6 All' 1P\ —�- 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 O 14, 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangsFI R IL� non-concurrent with other live loads. ��77 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 EXPIRES: 12-31-2019 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 except(jt=lb) 3=167. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ORRILL ,q,� sheetrock be applied directly to the bottom chord. 44) av WASft, tet,, .„-„w..„..--,,.. . . ..._. . ...,r r IA 51398 �,` fir , .&GISTBR ssIONAL S146 July 22,2019 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. lout 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 Wok' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and brsang 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 2018821 PLH-3213 Rainier A 2x6 K6421113 2018821 JEO4A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:24 2019 Page 1 a I D:NkxgilF43nKgKN 1 G VnG6ukywDjZ-rZEic8vgK6djXaOZziPuOioa9LkO39FPFyMwBAywCcf -1-0-0 7-10-15 1-0-0 7-10-15 Scale:3/8"=1' 3 a• diii,7 `4M� o, Q I.e3 4 3x8 = 8-0-0I I 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0,0-1-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.09 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.31 4-7 >312 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight 34 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=251/Mechanical,2=387/0-5-8,4=77/Mechanical �Q.E� P f�OFFs Max Horz 3=-167(L 10) c�� ,,:9G2 lc::: s/��9 Max Uplift 3=-167(LC 10),2=-47(LC 10) � Max Gray 3=270(LC 18),2=387(LC 1),4=127(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 3-7-4,Exterior(2)3-7-4 to 7-10-3 0OREGON - zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions -` �t. A.‘41shown;Lumber DOL=1.60 plate grip DOL=1.60 / All y V\ 42)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 Q �I 1 4+ vP 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs '11t�t:?R 11..\- non-concurrent with other live loads. 17 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 EXPI RES: 12-31-2019 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 except(jt=lb) 3=167. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum .OI.4 r., sheetrock be applied directly to the bottom chord. 44 WAS4 N� L -' ,er ' O 51398 ,kr, A 0/STEL ssIONAL"OG July 22,2019 -- 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ; building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bradng 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 2018821 PLH-3213 Rainier A 2x6 K64211i14 2018821 JE05 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:25 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-JIo4pTwl5QIa9kylXPx7ZwLjbl4bobVYUc6TjcywCce• -1-0-0 8-0-0 9-10-15 1-0-0 l 8-0-0 1-10-15 4 Scale=1:39.7 0 0 V r; N I- N r4 n m a r 5 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0.0-1-3] LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.09 5-8 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.31 5-8 >308 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight:39 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. fop PROFen (Ib)- Max Horz 2=281(LC 10) C..3 (' ``_GINE us> Max Uplift All uplift 100 lb or less at joint(s)4,2 except 3=-203(LC 10) CV Fi) CA_ � Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=394(LC 1),3=338(LC 18) 9 89200PE r 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)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 OL OREGON zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions '9 shown;Lumber DOL=1.60 plate grip DOL=1.60 / 41. r0� 14,J 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 Q 14, �p. 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /11`R R'L\-. non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide EXPI RES: 12-31-2019 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. 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) 3=203. OftRiLL , 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. ,44) WAS 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 �Q >� sheetrock be applied directly to the bottom chord. Q„ 'f*, e Imo ; _ . r fr 4¢+ A, 51398 cr, s`rj0NAL G July 22,2019 __ 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,notes a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421115 2018821 JEO5A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:26 2019 Page 1 • I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-nxMSOpwwsjtRnuXy57SM57tuL9QgX21hjGrOF2ywCcd -1-0-0 8-0-0 9-10-15 1-0-0 8-0-0 1-10-15 4 Scale=1:39.7 O 3 8.00 12 11 10 N N N O N r0 9 2 1 Ii O Int O ,m 5 3x8 = 8-0-0 8-0-0 Plate Offsets(X,Y)-- [2:0-8-0.0-1-3] 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 0.45 Vert(LL) -0.09 5-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.31 5-8 >308 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight 39 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. PR R OFFS (Ib)- Max Horz 2=281(LC 10) Max Uplift All uplift 100 lb or less at joint(s)4,2 except 3=-203(LC 10) Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=394(LC 1),3=338(LC 18) i-C FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 80200P E NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 © Q zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions pG OREGON 4,/ shown;Lumber DOL=1.60 plate grip DOL=1.60 / ''9}. 20� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 O �}I 14, gyp, 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ' non-concurrent with other live loads. 7 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 EXPIRES: 12-31-2019 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. 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) 3=203. RRz-.L 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 44) ,C WAS 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 s , sheetrock be applied directly to the bottom chord. - + .ff n, „>,. 1:13 ; , �d~o51398 ` o GtsTEW 441 IONAL �� July 22,2019 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/TP/1 Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K64211416 2018821 JE06 Monopitch Supported Gable 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 S Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:26 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-nxMSOpwwsjtRnuXy57SM57t?b9VAX21hjGrOF2ywCcd a -1-0-0 2-0-0 1-0-0 2-0-0 SHEATHING SHOWN IS NOT PART OF STRUCTURAL Scale=1:12.5 ANALYSIS FOR FOR THIS COMPONANT. 4 H Sheet Front 2x4 Full Sheathing 3 1 Ply 7/16"4x9 OSB 8.0012 ��c P R OFFS �< NGiNEFR s/o2 89200PE 2 Sr OREGON U /4 q Y 14 2° Q-{` 6 5 3x4 = 2x4 II EXPIRES: 12-31-2019 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 3 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 3 n/r 120 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 15 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=86/2-0-0,2=135/2-0-0 Max Horz 2=72(LC 7) Max Uplift 6=-36(LC 10),2=-36(LC 10) Max Gray 6=96(LC 18),2=144(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/I-PI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 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. 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)6,2. vOIRILL 44) sF WAS 51398 �t� �, GIST'L�R �' sSIONAL ,G July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421117 2018821 JE06X GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:27 2019 Page 1 1D:NkxgiIF43nKgKN 1 GVnG6ukywDjZ-F8wgE9xZd 1?IO268egzbeLQ4WZquGV MrxwbaoVywCcc -1-0-0 6-0-0 I 1-0-0 l 6-0-0 SHEATHING SHOWN IS NOT PART OF STRUCTURAL Scale=1:27.4 ANALYSIS FOR FOR THIS COMPONANT. 2x4 I I 6 Sheet Front 5 Full Sheathing 1 Ply 7/16'4x9 OSB 2x4 I I 8.00 112 4 X00 P R press ,37 ��5 ANG N ESR �02 zxa II • 3 t 89200PE ter /1/ z 7A1 1 1 ' y oR1=ooN�� ,��c,`� 3x4 = 2x4 1110 2x4 91 2x4 8I 7 SFR R I L�- EXPIRES: 12-31-2019 l 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 0.42 Vert(LL) 0.00 1 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 1 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-P Weight:52 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 6-0-0. (Ib)- Max Horz 2=185(LC 7) Max Uplift All uplift 100 lb or less at joint(s)6,8,2,7,9 except 10=-102(LC 10) Max Gray All reactions 250 lb or less at joint(s)6,8,2,9,10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-0-10-1 to 2-0-0,Exterior(2)2-0-0 to 6-0-0 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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. og,RRILL , 9)A plate rating reduction of 20%has been applied for the green lumber members. 4412 WAS Itov 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,8,2,7,9Q except(jt=lb)10=102. -.1.... ) ,,� °,,I, I 7 ' 14 51398 4: sSIoNAL y' July 22,2019 =NM 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 buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MT®k4 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K64211i8 2018821 JF01 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:27 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-F8wgE9xZd1?IO268egzbeLQ96ZnMGVKrxwbaoVywCcc + -1-1-7 4-8-0 1-1-7 4-8-0 Scale=1:19.2 2x4 I I 4 3 diP MI 7.00 12 10 2 1 C O/ 6 S =, 5 3x4 = 2x4 II 4-8-0 4-8-0 Plate Offsets(X,V)-- [2:0-0-1,Edge],[6:0-2-0,0-1-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.01 6-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.03 6-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:24 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G ��v PROFFS REACTIONS. (lb/size) 2=249/0-5-8,6=204/Mechanical �'< � ,9G2 N EFR c5'jO2"F` Max Horz 2=142(LC 12) Max Uplift 2=-44(LC 12),6=-96(LC 12) 800PE Max Gray 2=252(LC 19),6=225(LC 19) kC 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; 0 Q MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right -9L 4?OREGONA\tX �C(/ 2)TCLL:ASCE 7-10;Pf=25.0 psf(flaexposed;C-C for members and troofsnow);Category Is&MWFRS for ll,Exp B;Fully Exp.;Ct=1.10ons shown;Lumber 60 plate grip DOL=1.60 <0 Aq�k 14, 4 y V r]Pk. 3)Unbalanced snow loads have been considered for this design. MFR R'L� v 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12-31-201 9 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. 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 ILL, sheetrock be applied directly to the bottom chord. 44) •V WAS ' '1,f>, t'c ,E,14 ,—,,x:, _ \j �`rp0 �,�51398 �� crS�rs �SSIONAL � July 22,2019 MIMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M[Te k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018821 PLH-3213 Rainier A 2x6 e K6421119 2018821 JF02 Jack-Open 6 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:28 2019 Page 1 a ID:NkxgilF43nKgKN1GVnG6ukywDjZ-jKUCRVyBOL790BhKCXUgAYzHJy7O?xC_AaK7KxywCcb -1-1-7 6-8-0 1-1-7 6-8-0 Scale=1:26.5 2x4 II 4 3 13 P 7.00 12 12 2 11 10 ■ i 3 mi j� 6 3x6 = 5 2x4 6-8-0 6-8-0 Plate Offsets(X,Y)-- [2:0-6-0.0-0-7],[6:0-2-0.0-1-5] 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 0.29 Vert(LL) -0.04 6-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.12 6-9 >628 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight:34 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. ti WEBS 2x4 DF Std G skED P R OFF- REACTIONS. (lb/size) 2=332/0-5-8,6=289/Mechanical ..."\<<" G,�NEcS'j Max Horz 2=189(LC 12) �� �� e,Q '2 Max Uplift 2=-55(LC 12),6=-125(LC 12) $�2O�PE Max Gray 2=339(LC 19),6=332(LC 19) G)r 9� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-263/184 NOTES- 0 Q 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; 71- /f?OREGONt. ��(( MWFRS(envelope)gable end zone and C-C Exterior(2)-0-11-7 to 2-0-9,Interior(1)2-0-9 to 2-5-1,Exterior(2)2-5-1 to 6-8-0 zone; / '1k y 2.° cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Q 1 4, �P T Lumber DOL=1.60 plate grip DOL=1.60 •,/�p R 10- 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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs EXPI RES: 12-31-2019 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. vsg,1tRILL 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 4) WAS 6=125. . 1 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 a � %k,:�'ra `.j14 sheetrock be applied directly to the bottom chord. 1t���J ` ��x ,fir rit. 51398 °40Grsz ¢SSIONAL 0 July 22,2019 MIMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421120 2018821 JKO1 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:29 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-BW2bfrzp9eF0eLGXmF?3jmVW_MVGkPV8PE4hsNywCca a -1-0-0 1-10-15 1-0-0 1-10-15 Special Scale=1:12.2 3 8.00 12 - i2 1m III ' o kid IIIP SLUS24 4 3x4 = 3-0-0 I 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) -0.00 4-7 >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-MP Weight:12 lb FT=10% 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=89/Mechanical,2=152/0-5-8,4=23/Mechanical op PRQ Max Holz G 2=78(LC 10) f� FFs Max Uplift 3=-71(LC 10),2=-29(LC 10) C?. .'0,,I GINE tPi/ Max Gray 3=97(LC 34),2=153(LC 16),4=42(LC 3) G,\ VN FR �* FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. cr 89200PE 9r 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 71- OREGON\tx Aft! 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /0 '9 non-concurrent with other live loads. Y 14, 2 0% 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MFR R lt-k- 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. EXPI RES: 12-31-2019 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)3,2. 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 truss(es)to back face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)58 lb down and 67 lb up at . RRILL 6 1-10-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. ��Q WAS 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). O � rr , 16 LOAD CASE(S) Standard A �} ., �d �i/.a -` 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 . `**'*'r Uniform Loads(plf) \ Vert:1-3=-64,4-5=-20 Concentrated Loads(Ib) , ik Vert:3=-28(B)8=-2(B) lt' $ 51398 � �'GIaR ST ' C}vSSIONAL �� July 22,2019 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.101732015 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 `A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 * K6421121 2018821 JKO2 Jack-Open 6 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 a Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:29 2019 Page 1 r I D:NkxgilF43nKgKN 1 G VnG6ukywDjZ-B W2bfrzp9eF0eLGXmF?3jmV WgMVBkPV8PE4hsNywCca -1-0-0 2-11-8 1-0-0 2-11-8 Scale=1:15.7 3 0 8.00 12 ,/ m N 2 C ,= 4 3x4 = 2-11-8 2-11-8 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 0.05 Vert(LL) -0.00 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.01 4-7 >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-MP Weight:15 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=83/0-5-8,2=177/0-5-8,4=25/Mechanical EO PROF Max Horz 2=103(LC 10) f.� V e, Max Uplift 3=-66(LC 10),2=-31(LC 10) Max Gray 3=90(LC 18),2=177(LC 1),4=43(LC 3) �,� QA9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 17t. 89200PE 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 y OREGON tV 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /Q 4), 14 24 Q+ non-concurrent with other live loads. I 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 41RR1`>- 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 ri 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. EXPIRES: 12-31-2019 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)3,2. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. U.1,, 0 %1 WAS , 1+„), 51398 kf , IST � ' tONAL July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Mu Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ; building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Ok' 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 2018821 PLH-3213 Rainier A 2x6 K6421122 2018821 JZO1 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:30 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-giczsBzRvyNtFVrjJyWlGz2hVmgxTslHdupEOgywCcZ a -1-0-0 1-10-15 1-0-0 1-10-15 Special Scale=1:12.2 3 8.00 (12 2 1 ' 0,11 1 1‘..?' 4 LUS24 c „ 3x4 = 4-0-0 4-0-0 _ LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.01 4-7 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.19 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight:13 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 OF 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=98/Mechanical,2=154/0-5-8,4=29/Mechanical Max Horz 2=78(LC 10) v‘E0 PROFF Max Uplift 3=-63(LC 10),2=-28(LC 10) �'�� `__`G)NF ss6 Max Gray 3=107(LC 34),2=155(LC 16),4=56(LC 3) , Fj�j Q� FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4t 89200P E r 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 0 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 74- iff OREGON 1)4 �40 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /O ~f�• 14, �O� P� non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R R i o, 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 ►7 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. EXPI RES: 12-31-2019 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)3,2. 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 truss(es)to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)57 lb down and 65 lb up at 9 vsk T L 8 1-10-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). J s _ e � LOAD CASE(S) Standard /, ;,:" O 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 ' .e �f / • Uniform Loads(plf) \/ '. Vert:1-3=-64,4-5=-20 , �' Concentrated Loads(Ib) �' 4) 51398>� wr Vert:3=-26(F)8=-2(F) 0 4.01sT � -,S's 0 July 22,2019 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 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/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 2018821 PLH-3213 Rainier A 2x6 A K6421123 2018821 JZO2 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:30 2019 Page 1 • ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-giczsBzRvyNtFVrjJyW IGz2gmmpiTslHdupEOgywCcZ -1-0-0 3-10-15 1-0-0 3-10-15 Scale=1:18.9 3 !Al 8.00 i4 ,)r 12 ; o c 1 II Io c „ 4 c ,/ 3x4 = 4-0-0 4-0-0 I 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 0.10 Vert(LL) -0.01 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.02 4-7 >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/TPI2014 Matrix-MP Weight:18 lb FT=10% 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=120/Mechanical,2=222/0-5-8,4=36/Mechanical QED PROF Max Horz 2=136(LC 10) ., F� Max Uplift 3=-96(LC 10),2=-33(LC 10) c' l C�GINEF di Max Gray 3=131(LC 18),2=222(LC 1),4=61(LC 3) ��� V R Y9 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. C 89200PE r 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 Q OREGON 'Q• 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 74. Si \Qt 1A 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /O 4)0 14 20 Q+ non-concurrent with other live loads. 43 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Fi 1`y 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 R 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. EXPIRES: 12-31-2019 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)3,2. ,,ORRILL- 44) of WAsr 14>, optr, rdv .r 51398 ql� 9.t,, ''eiSTeR . ' SSIONALPG July 22,2019 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. imi 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?P11 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 2018821 PLH-3213 Rainier A 2x6 K6421124 2018821 JZO3 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:31 2019 Page 1- ID:NkxgilF43nKgKN1GVnG6ukywDjZ-8v9L4X_3gGVktfOvtg2XoBbrQA9wCJ_RsYZnxGywCcY • -1-0-0 4-0-0 5-9-3 1-0-0 4-0-0 1-9-3 Scale=1:25.2 4 0 1 o 3 8.00 12 1 9 T, a r7 2 1 r 'I O - 5 3x4 = 4-0-0 4-0-0 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 5-8 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.21 Vert(CT) -0.02 5-8 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight:23 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. G P R O (Ib)- Max Horz 2=192(LC 10) C�` F7Cs Max Uplift All uplift 100 lb or less at joint(s)4 except 3=-150(LC 10) i N s Max Gray All reactions 250 lb or less at joint(s)4,2,5,3 �NG �Fjg /O* <Cf 9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE� T" 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 © Ct.' 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ")7i,„ 49 OREGON 14/ 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /O '9)• 14, 20\ �T non-concurrent with other live loads. A,t 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rVfn R f L� 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 rf�7 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. EXPIRES: 12-31-2019 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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 3=150. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 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 IORRILL-Cr sheetrock be applied directly to the bottom chord. 44) Q wA >, ,jr 4. '1 51398 we �ssI�NAL G July 22,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ��- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TPI1 Quality Criteria,DSB-S9 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 2018821 PLH-3213 Rainier A 2x6 et K6421125 2018821 SA01 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:31 2019 Page 1 r I D:NkxgilF43nKgKN 1 G VnG6ukywDjZ-8v9L4X_3gGVktfQvtg2XoBbsUACYCJ_RsYZnxGywCcY -1-0-0 1-10-15 1-0-0 I 1-10-15 Scale=1:12.2 3 8.00 112 i 2 1 i c' 'tad ►/ 4 3x4 = 2-0-0 I 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 7 >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-MP Weight:11 lb FT=10% 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=53/Mechanical,2=146/0-5-8,4=16/Mechanical p PRO Max Horz 2=78(LC 10) �at Fk�t Max Uplift 3=-43(LC59(LC ,,2=-32(LC 10) ��`�� V`_G'(VE�� t�O�9 Max Gray 3=59(LC 18),2=149(LC 16),4=28(LC 3) v+_ ,T FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'e . 89200PE r 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 7k ,�OREGON ki 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs / q (� 1 non-concurrent with other live loads. k 14, 2 ��T 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SFR R I1A- 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 ►1 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. EXPI RES: 12-31-2019 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)3,2. IOL6 44 OO WASINN /,/,. eon' ,.7 / ,d, 51398 4J", sSIONAL . July 22,2019 I __ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Int Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele 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,058-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421 .26 2018821 SA02 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:32 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-c5jjHt?hRZebVp?6RNZmLO70daWRxmEa5CILTiywCcX" -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1-10-15 1 Scale=1:19.1 3 I' r$ r ' o 8.00 12 N N Ol N N 2 1 �' C ►, 'a ,/ 4 3x4 = 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 0.08 Vert(LL) -0.00 7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.00 4-7 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-MP Weight:16 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=106/Mechanical,2=192/0-5-8,4=42/Mechanical O Prrll DO Max Horz 2=136(LC 10) f�E 4L n Max Uplift 3=-93(LC 10),2=-29(LC 10),4=-19(LC 10) 'c`t__``C?INF t�� Max Gray 3=115(LC 18),2=192(LC 1),4=46(LC 18) ��� V`_ ” 0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q 89200PE 9r 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 © 1Z 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 1G/ A_OREGON OS �ttr 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs q non-concurrent with other live loads. Q k 14, 2P\ �Q I 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'w$R R 1U- 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. EXPIRES: 12-31-2019 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)3,2,4. tOBRILL. ,A:.i..,e.>• r..,ir 8, .40 of WAsrr�, :, 4T` 4 , °,t m,7' . 1 '. ' vd ,Ao1398 �� 44) �S SIONAL G July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/1-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;} building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mill** 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 2018821 PLH-3213 Rainier A 2x6 K6421127 2018821 SA03 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:32 2019 Page 1 L. I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-cSjjHt?hRZebVp?6RNZmLO7?zaQpxmEa5CILTiywCcX -1-0-0 2-0-0 5-10-15 1-0-0 1 2-0-0 3-10-15 Scale=1:26.0 3 0 V I 17 0 8.00 12 N 0 v O 2 c 1 z-'1 IM 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 0.18 Vert(LL) -0.01 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.01 4-7 >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-MP Weight:21 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=157/Mechanical,2=213/0-5-8,4=98/Mechanical Max Horz 2=196(LC 10) ((,,skEO P R Opes Max Uplift 3=-139(LC 10),2=-5(LC 10),4=-71(LC 10) 5\ _`GINE 61 Max Gray 3=170(LC 18),2=213(LC 1),4=107(LC 18) GN V Fig 1 9 41 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. c: 89200PE f 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 Q OREGON �� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �G �w 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /V^ Ilk 14, PN� �4 non-concurrent with other live loads. /�� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `gf$-R R i`y 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 T�77 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. EXPIRES: 12-31-2019 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)2,4 except(jt=lb) 3=139. .0,;RRiLL, 61 OV WAS: 4), 1:4`. , e0 ,e,,A t 4, 51398 ,cq� °A -GISTrs +r �S`SIONAL �� July 22,2019 __ f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1883/2015 BEFORE USE. Mu Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and 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 2018821 PLH-3213 Rainier A 2x6 K6421•/8 2018821 SCO1 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:33 2019 Page 1 ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-4H H5VDOJCtmS6zal?54?tcgC_ztOgDUjKs2u?9ywCcW -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:12.2 3 8.00 12 2 1 ' Or o ,/ 4 3x4 = 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 7 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-MP Weight:11 lb FT=10% 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=53/Mechanical,2=146/0-5-8,4=16/Mechanical GD PRO Max Horz 2=78(LC 10) G4E 40A Max Uplift 3=-43(LC 10),2=-32(LC 10) � C7INF/� IS> Max Gray 3=59(LC 18),2=149(LC 16),4=28(LC 3) CO' `IQ �1* FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 89200PE 9� 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 OREGON 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 � �� 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /O qk 14 20� non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MFRRtL�- 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. EXPI RES: 12-31-2019 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)3,2. t&$RRrLL, 51398,<,w 1398 44,44, -worsisssioNALG July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/73/2015 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 Mil®k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 .7 K6421129 2018821 SDO1 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:33 2019 Page 1 I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-4HH5VDOJCtmS6zal?54?tcgC_ztOgDUjKs2u?9ywCcW -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:12.2 3 8.00 12 2 1 WAIIIIIIIIIi a 9' =/ CI „ 4 3x4 = 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 7 >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-MP Weight:11 lb FT=10% 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=53/Mechanical,2=146/0-5-8,4=16/Mechanical O PR n Max Horz 2=78(LC 10) ��� res Max Uplift 3=-43(LC 10),2=-32(LC 10) C;\ _`GINE 4> Max Gray 3=59(LC 18),2=149(LC 16),4=28(LC 3) m(1• 4� <'/fj1 ©� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 89200PE 9r 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 Q Q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4G '9 OREGON �4/ 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs <© lik 14 i ° P4 non-concurrent with other live loads. VAI 7�y 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •v/ h I�1`1� V 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 I 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. EXPIRES: 12-31-2019 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)3,2. ORRJLL . 44) of WAS, t), z °gyp .' rd / 51398 'x � GIS'TE 0' ssIONALPG July 22,2019 1 r•w A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 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 2018821 PLH-3213 Rainier A 2x6 K64211°,10 2018821 SD01A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:34 2019 Page 1 ID:Nkxgi1F43nKgKN1G " VnG6ukywDjZ-YUrUiY1yzBuJk68UYobEQpDNINDGPgktYWnRXbywCcV � 1-7-13 1-g-14 1-7-13 0-1- Scale=1:12.2 2 8.00 12 1 pro..... � 0 0 ►. '/ 3 354 = I 1-7-13 1-8-14 1-7-13 0-1-1 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 6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 6 >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/TP12014 Matrix-MP Weight:7 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins. BOT CHORD 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=70/0-2-6,3=17/Mechanical,2=53/Mechanical aGO PROFr Max Hoa 1=49(LC 10) l'..°.. `` CsMax Uplift 2=-48(LC 10) __``GINE 6.'/Max Gray 1=70(LC 1),3=28(LC 3),2=59(LC 17) � VF,9 QA9FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. i - 89200PE r" 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 d aft 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 -9G ,fr OREGON tel(/ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /© q�. 4 20� P� 4)*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. SFR RIO- 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. EXPIRES: 12-31-2019 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2. ,,1tRILL, 49 of w`�s,4`1'' Y fa�° l'_A/SF ,+ 16,, .RA 51398 k, .0 C+ISTFs NAL July 22,2019 r ..... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M 1;}� Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and 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 2018821 PLH-3213 Rainier A 2x6 a K6421131 2018821 SE01 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:34 2019 Page 1 s ID:Nkxgi1F43nKgKN 1 G VnG6ukywDjZ-YUrU iY1 yzBuJk68UYobEQpDNkNDFPgktYWnRXbywCcV -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:12.2 3 8.00 FIT - 2 o ,/ . 4 3x4 = 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 7 >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-MP Weight:11 lb FT=10% 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=53/Mechanical,2=146/0-5-8,4=16/Mechanical CO P D OF Max Horz 2=78(LC 10) f�G rl es Max Uplift 3=-43(LC 10),2=-32(LC 10) ��y GINE t9 Max Gray 3=59(LC 18),2=149(LC 16),4=28(LC 3) CO'� �`" FjQ 0� 44 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE 9t' 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 IC, Q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 -yL 4,OREGON �lv 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /Q All' 4 ��� �.� non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p `r- 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 R 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. EXPIRES: 12-31-2019 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)3,2. r "P A4,51398 `q/. ,SSIONAL G July 22,2019 MINN AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek@ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018821 PLH-3213 Rainier A 2x6 K6421',t2 2018821 SE02 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:35 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-OgPsvulakUOAMGjg6W6Tz1IXtnX887_OnAX?41ywCcU • -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1-10-15 Scale=1:19.1 3 1I'1 o r 0 8.00 112 N r\ rV r1 M cP N 2 1 0._ 1111110 1 ._. 4 W 4 3x4 = 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 0.08 Vert(LL) -0.00 7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.00 4-7 >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-MP Weight:16 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=106/Mechanical,2=192/0-5-8,4=42/Mechanical ccD PROM Max Horz 2=136(LC 10) C�G Ores, Max Uplift 3=-93(LC 10),2=-29(LC 10),4=-19(LC 10) �� q GINE tri Max Gray 3=115(LC 18),2=192(LC 1),4=46(LC 18) ,� �`_ F, 3 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. c: 89200PE 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 7, ,_OREGON�t oto 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs / +Q Q non-concurrent with other live loads. Q Y �. 2 �yQ.� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MR R"V V 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. EXPIRES: 12-31-2019 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)3,2,4. .0111114 s, s4) oo WAs 1#�, 4 7 kr,/ ��{+ • 51398 4 1o �GrsT ak. --Ss, C. July 22,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lot Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS/?P/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421133 2018821 SE03 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:35 2019 Page 1 ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-OgPsvul akUOAMGjg6 W6Tz11 WDnRW87_OnAX?41 ywCcU -1-0-0 2-0-0 5-10-15 1-0-0 2-0-0 3-10-15 Scale=1:26.0 3 0 'I d 8.00 12 N W a O M 1 2 a _ 3 ii 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.01 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.01 4-7 >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-MP Weight:21 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=157/Mechanical,2=213/0-5-8,4=98/Mechanical P R p Max Horz 2=196(LC 10) t�,E FFt, Max Uplift 3=-139(LC 10),2=-5(LC 10),4=-71(LC 10) �� GINF cS'j Max Gray 3=170(LC 18),2=213(LC 1),4=107(LC 18) 44./� N FR p2T� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E 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 Q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 32_ OREGC?N t 4.14 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /O Y 1 4 rZQ�Ca;Pr non-concurrent with other live loads. �} 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. M,7R R'Lk- 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. EXPIRES: 12-31-2019 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)2,4 except(jt=lb) 3=139. OM/-L 8 4 Qv WAS, t A0-4 f , Yer i 51398 ° ` 0./STSW. sS1ONAL cs July 22,2019 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 M/{ ek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and 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 2018821 PLH-3213 Rainier A 2x6 1(6421 134 2018821 SK01 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:36 2019 Page 1 I D:NkxgilF43nKgKN t GVnG6ukywDjZ-UszE7E2CVo8OzQltgDdiVEIjDBvitaEAOgGYcTywCcT r -1-0-0 1-11-11 1-0-0 1-11-11 Scale=1:12.4 3 8.00 12 - o 6 M 2 1NIIIIIIIIIIIIIIIk 9 -/ c ,/ 4 3x4 = I 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 7 >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-MP Weight 11 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=55/Mechanical,2=148/0-5-8,4=17/Mechanical E� PROF Max Horz 2=80(LC 10) Max Uplift 3=-45(LC 10),2=-32(LC 10) roAG,INE' ds.`S0 Max Gray 3=61(LC 18),2=149(LC 16),4=29(LC 3) � D2"9FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q9200PE t' 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 O Cr 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 72- OREGON 4 ��/ 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs / '9 o�� Pr non-concurrent with other live loads. Q y i 4, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iii ii R'0- 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. EXPI RES: 12-31-2019 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)3,2. .' ILL 9 ..\t9 of wAst `(fj„ r°0 4, 51398 �� °. , .LISTER? Ov S'S.IONA', July 22,2019 IMININ 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 ANSIITPII 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 2018821 PLH-3213 Rainier A 2x6 K6421135 2018821 SZO1 Jack-Open 2 1 Job Reference(optional) Pr Build West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:36 2019 Page 1 I D:NkxgilF43nKgKN 1 GVnG6ukywDjZ-UszE7E2CVo8OzQltgOdiVEIjDBvjtaEAOgGYcTywCcT -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:12.2 3 8.00 112 2 ,I\ 1 . 1 ,/ =' 4 3x4 = 2-0-0 � 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 7 >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-MP Weight 11 lb FT=10% 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=53/Mechanical,2=146/0-5-8,4=16/Mechanical (AO PRO r Max Horz 2=78(LC 10) (A F`S Max Uplift 3=-43(LC 10),2=-32(LC 10) C;\‘' _`GINE cS'j Max Gray 3=59(LC 18),2=149(LC 16),4=28(LC 3) ��\ �`_ FiQ 0� FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE P� 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=1.10 994, 4iOREGON 4� 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �O q}, 14 2°� �.� non-concurrent with other live loads. A-c 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. EXPIRES: 12-31-2019 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)3,2. L A 40 ,. WAS jt :. 2 - vp , 51398 C)01, �GFST? sSjONAL � July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing N iek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018821 PLH-3213 Rainier A 2x6 K642111I6 2018821 ZO1 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:37 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-y3XcKa3ciG6Gtbat3Ew8x2SrkQbBVcOyJEU068wywCcS 1' -1-0-0 3-5-7 310-15 7-11-1 -4-9 11-10-0 I 12-10-0 1-0-03-5-7 6-5-8 4-0-2 -5-8 3-5-7 1-0-0 Scale=1:24.5 5x8 5x6 34 I 8.00 12 w 15 w 164' H 5 2 4nn nn _ n a1 rl I eI ` 6 6 Icv ♦ 17 8 18 19 20 21 ♦ o 6 T LUS24 2x4 LUS24 LUS24 3x4 = LUS24 10 3x4 = 3x4 = LUS24 3-5-7 8-4-9 11-10-0 3-5-7 4-11-2 3-5-7 Plate Offsets(X,Y)-- [2:0-2-0.0-1-6],[4:0-2-12.0-2-8] 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 0.65 Vert(LL) 0.03 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.07 7-8 >999 180 TCDL 7.0 Rep Stress Ina NO WB 0.10 Horz(CT) 0.02 5 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-MRH Weight 61 lb FT=10% 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.188tr G 2-0-0 oc purlins(5-1-12 max.):3-4. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-11-9 oc b, WEBS 2x4 DF Std G k`? 0 PROFe, t`,GINE V REACTIONS. (lb/size) 2=937/0-5-8,5=925/0-5-8 \, V� F9 0 Max Horz 2=83(LC 7) ,Nvp Max Uplift 2=-437(LC 8),5=-427(LC 9) K- 89200PE FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1400/674,3-4=-1032/549,4-5=-1306/619 BOT CHORD 2-8=-554/1147,7-8=-564/1133,5-7=-460/1029 ft NOTES- G 4,OREGON � oto 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; 2°N Al MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plateg �^ �by 4 `T ip 2)TrCLLD::ASCE 77-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 V� ►1 R��.� 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. EXPIRES: 12-31-2019 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) ,K-R1L.L., 2=437,5=427. 4 v WAS 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5. • 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ��i+ �vf+ 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5 G A 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at - "4 f 2-0-12 from the left end to 9-9-4 to connect truss(es)to back face of bottom chord. \,1 13)Fill all nail holes where hanger is in contact with lumber. -47 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)316 lb down and 349 lb up at eaiti ,{f_51398,-, Q.' 3-9-3,and 179 lb down and 152 lb up at 5-11-0,and 316 lb down and 344 lb up at 7-10-8 on top chord. The design/selection of 0 `�GjgR� such connection device(s)is the responsibility of others. 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). aks,. L G LOAD CASE(S) Standard July 22,2019 Continued on oaae2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 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,not li t a buss 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 Mak' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K6421136 2018821 ZO1 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:37 2019 Page 2 V ID:NkxgilF43nKgKN 1 GVnG6ukywDjZ-y3XcKa3ciG6Gtbat3Ew8x2SrkQbBVcOyJEU068wywCcS 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=-64,9-12=-20 Concentrated Loads(Ib) Vert:3=-316 15=-63 16=-316 17=-9(B)18=-16(B)19=-17(B)20=-16(B)21=-9(B) wpm 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* ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018821 PLH-3213 Rainier A 2x6 K64214637 2018821 Z02 COMMON 6 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 09:57:38 2019 Page 1 ID:NkxgilF43nKgKN1GVnG6ukywDjZ-RF5_Yw4S1POkDkSFnegAafN19_Z5LTCST7IfgMywCcR V -1-0-0 5-11-0 11-10-0 12-10-0 1-0-0 5-11-0 5-11-0 1-0-0 Scale=1:29.0 5x6 = 3 rte, 8.00 12 14 15 16 13 iii , 2 4 .- A 5 y�c1 of d I/ 6 �� Io 2x4 3x4 = 3x4 = 5-11-0 11-10-0 5-11-0 5-11-0 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 0.14 Vert(LL) 0.02 6-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.05 6-12 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight 58 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=551/0-5-8,4=551/0-5-8 �Ep PRG/.Fp Max Horz 2=-129(LC 8) J( :9G2l NF `"-,Max Uplift 2=-128(LC 10),4=-128(LC 11) FiQ �FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �� 007E TOP CHORD 2-3=-561/165,3-4=-561/165 BOT CHORD 2-6=-44/416,4-6=-44/416 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-1 to 2-1-15,Interior(1)2-1-15 to 2-11-0,Exterior(2)2-11-0 to 8-11-0, '7L- OREGON tV Interior(1)8-11-0 to 9-8-1,Exterior(2)9-8-1 to 12-8-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C /O Ail j• 1 4, 2°� �� for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `a. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 1 t1 13 R'L� 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPI RES: 12-31-2019 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=128,4=128. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum kRILL is sheetrock be applied directly to the bottom chord. 44) Ov WAs >, r f . �p- "0.1s 51398 kl'� °� �°°rsg ' �SSIONAL � July 22,2019 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 property incorporate this design into the overall ;� building design. Bracing indicated is to prevent bucklingMel('of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION --h 1 4/ Center y 6 4-8 3 plate on joint unless x, I I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury MMDimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. andfully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS �� 2. Truss bracing must be designed by an engineer.For 0-1/16 li 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 3111111M_ a bracing should be considered. I � U O O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�s C6-7 cs-s i-- designer,erection supervisor,property owner and plates 0 'ie'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSUTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that sf,i Trusses are designed for wind loads in the plane of the specified. Indicated by symbol shown and/or 9 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 (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 1k=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. _� Min size shown is for crushing only. _- , 18.Use of green or treated lumber may pose unacceptable - environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Mil19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracinisnot sufficient. BCSI: Building Component Safety Information, I\/ 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. 4 . Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015