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Plans (5) 1441-1 qa el s} vtg-20 -0034.9 MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 2067531 PLH -2305 Yukon D-2x6 Tails 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: K6578714 thru K6578761 My license renewal date for the state of Oregon is December 31, 2019. � ti�c° PROpt. GI Nss• e 89200PE r OREGON ttf� 14, 2-- 0- August 23,2019 Baxter, David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails " K6578714 2067531 A01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:31 2019 Page 1 I D:EtsflSm Pl_FfhATS8jtG R 1 zuVX4-JryO W B6YkozM cE lfOu Hjgy5X7rSmTOokL5ffozykyV2 1-0-0� 14-3-0 28-6-0 2�9-6-q -0 14-3-0 14-0-0 -0-0 4x4 = Scale=1:59.5 10 Sheet Front ♦ Full Sheathing 9 �,,.;° ♦♦♦♦♦ 11 1 Ply 7/16"4x9 OSB ♦4 8 / - ♦♦♦I♦♦ 12 i 34 ♦ftp 35 4x6 i 7 ..��� "♦♦♦i♦♦ 13 4x6 • ♦-0 14 7.00 12 5 6�, � - ♦♦♦4,� 15 4 ,1' 16 3 / , ��O 17 to i18 o �.. .�� 4f .��/` 140" r e` �t 99/ I� o 0 3x4 = 3x4 = 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 = 28-6-0 28-6-0 Plate Offsets(X,Y)-- [6:0-3-0,Edge],[14:0-3-0,Edge],[18:0-0-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 18 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 18 n/r 120 TCDL 7.0 Rep Stress lncr YES WB 0.21 Horz(CT) 0.01 18 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight 316 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. 6-10,10-14:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 10-26 OTHERS 2x4 DF Std G REACTIONS. All bearings 28-6-0. (Ib)- Max Horz 2=255(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,18,27,29,30,31,32,25,24,23,22,21,20 except 33=-102(LC 12) Max Gray All reactions 250 lb or less at joint(s)2,18,26,29,30,31,32,33,24,23,22,21,20 except 27=265(LC 19),25=265(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-0-10-0 to 2-3-0,Exterior(2)2-3-0 to 11-3-0,Corner(3)11-3-0 to 17-3-0, Exterior(2)17-3-0 to 26-3-0,Corner(3)26-3-0 to 29-4-0 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)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 ��Q PR OFF 4)Unbalanced snow loads have been considered for this design. <(, s 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ANGINE'',� s/O2 non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. k/ "9 7)Gable requires continuous bottom chord bearing. (t' 9200P 1` 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - API*" will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. O OREGON �(/� 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,18,27,29,30, 74- 49 gyp` 31,32,25,24,23,22,21,20 except(jt=lb)33=102. /Q '9Y 14 f Za �-}- 41 EXPIRES: 12-31-2019 August 23,2019 1 MOM 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 MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job- Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578715 2067531 A02 COMMON 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:32 2019 Page 1 ID:EtsflSmPl_FfhATSBjtGR1 zuVX4-n 1 VmjX6BV55DEOtryboyC9eXFFfxCQCuZIODKQykyV 1 1-0-0 7-1-8 14-3-0 21-4-8 I 28-6-0 1,9-6-o 11-0-0 7-1-8 7-1-8 7-1-8 7-1-8 y-0-0 Scale=1:57.1 4x4 = 4 n 13 14 12 15 6x8 i 6x8 7.00 12 3`O 444p5 11 4161;66....01267 0 o; iiisfro 0 0 � 0 ii 10 9 17 18 8 jo 3x8 = 3x8 = 3x4 = 3x6 = 3x4 = 9-6-0 19-0-0 28-6-0 9-6-0 9-6-0 9-6-0 Plate Offsets(X,Y)-- [2:0-8-0,0-0-10],[3:0-3-4.0-3-8],[4:0-2-0,0-1-12],[5:0-3-4.0-3-8],[6:0-8-0,0-0-10] 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 0.73 Vert(LL) -0.30 8-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.52 8-10 >642 180 TCDL 7.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.07 6 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:141 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. 3-4.4-5:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1246/0-5-8,6=1246/0-5-8 Max Horz 2=255(LC 11) Max Uplift 2=-282(LC 12),6=-282(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1826/408,3-4=-1621/437,4-5=-1621/437,5-6=-1825/408 BOT CHORD 2-10=-404/1632,8-10=-99/1013,6-8=-237/1496 WEBS 4-8=-234/783,5-8=-510/370,4-10=-234/783,3-10=-510/369 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 11-3-0,Exterior(2)11-3-0 to 17-3-0, Interior(1)17-3-0 to 26-4-0,Exterior(2)26-4-0 to 29-4-0 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)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �_c.p PR OFFS non-concurrent with other live loads. C 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .5 �iNG'N�L,E, s 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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. 89200 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=282,6=282. �/�'' , iii 7.4 0.:.4-,,.., It 4. a OREGON�tx 44 /O ,9 14, 2Q Q4 / RRI1L6 EXPIRES: 12-31-2019 August 23,2019 I OWN A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ; building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* ek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578716 2067531 A03 COMMON 15 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:33 2019 Page 1 . I D:EtsfISmPl_FfhATS8jtGR1 zuVX4-FE39xt7pGPD4sYS 1 VJKBI NAhFf?wxtJ 1 oP8mssykyVO t1-0-0I 7-1-8 I 14-3-0 21-4-8 28-6-0 '1-0-0 7-1-8 7-1-8 7-1-8 7-1-8 Scale=1:56.5 4x4 = 4 12 12 13 11 14 6x8 2x4 // - 3 5 -• 7.00 12 `\ 15 10 6 c1 2 o - O ra I m, >v ►; I; oo o = 9 8 16 17 7 3x8 = 4x6 II 3x4 = 3x6 = 3x4 = 9-6-019-0-0 28-6-0 9-6-0 9-6-0 9-6-0 Plate Offsets(X,Y)-- [2:0-8-0,0-0-10],[3:0-3-8,0-3-8],[4:0-2-0,0-1-12],[6:0-0-8,0-0-15],[6:0-1-1,0-5-14],[6:0-3-0,0-0-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.30 7-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.51 7-9 >662 180 TCDL 7.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.07 6 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-RH Weight 134 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. 1-3:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 2=1252/0-5-8,6=1182/Mechanical Max Horz 2=252(LC 9) Max Uplift 2=-282(LC 12),6=-251(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1836/413,3-4=-1632/442,4-5=-1638/448,5-6=-1837/413 BOT CHORD 2-9=-412/1635,7-9=-108/1018,6-7=-257/1501 WEBS 4-7=-239/800,5-7=-491/362,4-9=-234/779,3-9=-502/369 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 11-3-0,Exterior(2)11-3-0 to 17-3-0, Interior(1)17-3-0 to 25-4-12,Exterior(2)25-4-12 to 28-4-12 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 DEQ P R pre 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 overhangs0NG NFF� 6170 , 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. acc" 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 :9210P - will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 'e 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib) 2=282,6=251. y ,,OREGON 4ttt� /O -47).- 14, 2a `,4t- SFRRII-- e' EXPIRES: 12-31-2019 August 23,2019 I WIMP 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 busses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job+ Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578717 2067531 A04 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:34 2019 Page 1 ID:EtsflSmPl_FfhATS8jtGRlzuVX4-jQdX8D8R1jLwTh1 E3OrQHajyi3NFgNuB13tJOlykyV? 1-0-0I 6-3-0 I 12-0-5 14-3-0 18-9-0 I 28-6-0 1-0-0 6-3-0 5-9-5 2-2-11 4-6-0 9-9-0 4x4 — Scale:3/16"=1' 4x8 — 5 2x4 II A'�-► Sheet Back 4/ •�j�� 6 Right Option 3-6-0 IA\/ ' 29 2x4 I I 1 Ply 7/16"4x9OSB 2x4 II 8 4 *1r, 2x47.00 12 2x4 I 31 2x4 II1/ 3x6 I i� /%�••���i 12 0 0 rrim 3x6 11•��71���I In: T ,� e� eee �e� Iro ,;,7,10 3x8 = 18 32 17 33 16 *3x4•-----3x4 = o 3x4 = 3x6 = 3x4 = 15 1413 3x8 II 2x4 I I 8-4-0I 16-8-0 24-10-0 25-0-0 28-6-0 8-4-0 8-4-0 8-2-0 0--0 3-6-0 Plate Offsets(X,Y)-- [2:0-8-0,0-0-6],[3:0-2-8,0-3-0],[4:0-3-12,0-1-12],[12:0-2-8,Edge],[12:0-0-0,0-1-0],[20:0-2-4,0-1-8],[21:0-3-0,0-0-12],[22:0-3-0,0-0-12],[23:0-3-0,0-0-12] ,[24:0-3-0,0-0-12],[25:0-3-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.16 16-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.31 16-18 >934 180 TCDL 7.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.05 12 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:223 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins. 1-3:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G JOINTS 1 Brace at Jt(s):19,22,23,24 WEBS 2x4 DF Std G*Except* 14-19,4-19:2x8 DF SS OTHERS 2x4 DF Std G WEDGE Right:2x4 DF Std-G REACTIONS. All bearings 3-11-8 except(jt=length)2=0-5-8,15=0-3-8. (lb)- Max Horz 2=252(LC 11) Max Uplift All uplift 100 lb or less at joint(s)except 2=-260(LC 12),14=-413(LC 13), 13=-122(LC 13) Max Gray All reactions 250 lb or less at joint(s)12 except 2=1140(LC 1), 14=628(LC 23),13=321(LC 1),15=442(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1650/355,3-4=-1470/384,4-5=-296/171,5-6=-318/141,6-7=-311/76,7-8=-290/16, 8-9=-295/0,9-10=-312/0,10-11=-326/25,11-12=-301/125 BOT CHORD 2-18=-378/1480,16-18=-144/992,15-16=-210/1304,14-15=-210/1304 WEBS 4-21=-1204/371,21-22=-1144/327,22-23=-1188/357,20-23=-1251/394,19-20=-1247/391, E0 PROF 4-164161/596620=2399/279/456,14-25=-1403/489,3-18=-351/289,4-18=-172/626, <<0 GINE -•s,/,* NOTES- 4/ '9 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; 89200PE r MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 11-3-0,Exterior(2)11-3-0 to 17-3-0, ;fig, Interior(1)17-3-0 to 25-6-0,Exterior(2)25-6-0 to 28-6-0 zone;cantilever left and right exposed;end vertical left and right 4T 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 Industrytr Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. © OREGON to 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 -7Lk 4)Unbalanced snow loads have been considered for this design. /Q -ir14, nO �*. 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /�J[� CaV non-concurrent with other live loads. R R I L`.• 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. EXPIRES: 12-31-201 9 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. August 23,2019 ritimYittedatimiteduction of 20%has been applied for the green lumber members. -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. tut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITE** ®k* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578717 2067531 A04 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:34 2019 Page 2 I D:EtsflSm P l_FfhATS8jtGR1zuVX4-jQdX8D8R1jLwTh1E3OrQHajyi3NFgNuB13tJOlykyV? NOTES- 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 260 lb uplift at joint 2,413 lb uplift at joint 14 and 122 lb uplift at joint 13. 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 tor 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 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job- Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578718 2067531 B01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:35 2019 Page 1 I D:Etsf1SmPl_FfhATS8jtGR1zuVX4-BcBvLZ93nOTn5rbQdjMfgoG7XTmWPgkKGjdbckykyV_ 1-0-0 6-6-5 14-3-0 28-6-0 I I 9-6-0 11-0-01 6-6-5 7-8-11 14-3-0 ' Scale=1:61.6 4x4 = 7 Sheet Front Right Option 14-6-0 ,060fer / .P:T. 33 1 Ply 7/16"4x9 OSB 9 34 #-. 8x8 4x6 11 d 7.00 - 12 0 1 2 372694:14, 30 28 3x6 II 27 '4363 .r ,. 15 ,, 11 #4eNiii 161—, .;'"' - 44." , .4. ,: • •4'' 4."• 0' • (5. 9 g o 4- h4 • •• •• • • • C.Ig 3x6 25—= 26 4x8 = 3x4 = 3x6 = 284 22 21 20 19 18 17 6-10-8 13-6-814-00 28-6-0 I I I 6-10-8 6-8-0 025-8 14-6-0 Plate Offsets(X,Y)-- [2:0-3-3,0-1-8],[3:0-3-4,0-3-8],[23:0-5-3,0-1-8],[27:0-3-0,0-0-12],[28:0-3-0,0-0-12],[29:0-3-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.03 2-26 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.09 2-26 >999 180 TCDL 7.0 BCLL 0.0 * Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 23 n/a n/a Code I5C2015/TP12014 Matrix-RH Weight 294 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 OF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 7-11,3-7:2x4 DF No.18atr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 DF No.1&Btr G 10-0-0 oc bracing:2-26,24-26,23-24. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 7-23 3-23:2x8 DF SS JOINTS 1 Brace at Jt(s):27,28 OTHERS 2x4 DF Std G REACTIONS. All bearings 14-11-8 except(jt=length)2=0-5-8,24=0-3-8. (lb)- Max Horz 2=255(LC 11) Max Uplift All uplift 100 lb or less at joint(s)22,21,20,19,18,15 except 2=-143(LC 12),17=-100(LC 13),23=-347(LC 12) Max Gray All reactions 250 lb or less at joint(s)21,20,19,18,17,15 except 2=595(LC 19),22=275(LC 20),23=684(LC 19),24=473(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-629/162,4-5=-104/252,14-15=-198/288 BOT CHORD 2-26=-145/513,24-26=-145/513,23-24=-145/513 WEBS 7-23=-276/27,3-29=-661/312,28-29=-606/275,27-28=-696/334,23-27=-801/384, 3-26=0/282 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 11-3-0,Exterior(2)11-3-0 to 17-3-0, , Interior(1)17-3-0 to 26-3-0,Exterior(2)26-3-0 to 29-4-0 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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Z4../ :9 :: Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. • 7 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 4,0011101row" 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ..... _,_ 4:41p.° • ,. 021 ::, non-concurrent with other live loads. 0 Cr 6)All plates are 2x4 MT20 unless otherwise indicated. OREGON to 7)Gable studs spaced at 2-0-0 oc. 74- 4-/ 9)*This truss has been designed for a live load of 20.0psf on the bottom8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 14, chord in all areas where a rectangle 3-6tall by 2-0-0 wide-0 '9 will fit between the bottom chord and any other members. 111 "Ft RIO- 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)22,21,20,19, EXPIRES: 12-31-2019 18,15 except(jt=lb)2=143,17=100,23=347. August 23,2019 ...... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 isle prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* , , , is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Corona,CA 92880 i __ , Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails i K6578719 2067531 B02 COMMON 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 S Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:36 2019 Page 1 - I D:EtsflSm P I_FfhATS8jtG R1 zuVX4-fplHZvAhYKbej?AcBRtuN?oCEs 1 t8 EBU U N MQSBykyU z 11-0-0I 7-1-8 14-3-0 I 21-4-8 I 28-6-0 ?,9-6-01 1-0-0 7-1-8 7-1-8 7-18 7-1-8 y-0-0 Scale=1:57.1 4x4 = 7.00 12 4 n 13 14 12 15 6x8 i 6x8 • 3 5 11 16 01 2 67 0 i g = 10 9 17 18 8 " o II 3x8 3x8 = 3x4 = 3x6 = 3x4 = 9-6-0 19-0-0 28-6-0 9-6-0 9-6-0 9-6-0 Plate OffsetsX,Y-- ( ) [2:0-8-0,0-0-10],[3:0-3-4,0-3-8],[4:0-2-0,0-1-12],[5:0-3-4,0-3-8],[6:0-8-0,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ion) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.30 8-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.52 8-10 >642 180 TCDL 7.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.07 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight 141 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Std G REACTIONS. (lb/size) 2=1246/0-5-8,6=1246/0-5-8 Max Horz 2=255(LC 11) Max Uplift 2=-282(LC 12),6=-282(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1826/408,3-4=-1621/437,4-5=-1621/437,5-6=-1825/408 BOT CHORD 2-10=-404/1632,8-10=-99/1013,6-8=-237/1496 WEBS 4-8=-234/782,5-8=-510/370,4-10=-234/782,3-10=-510/369 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 11-3-0,Exterior(2)11-3-0 to 17-3-0, Interior(1)17-3-0 to 26-4-0,Exterior(2)26-4-0 to 29-4-0 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)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 ��Q O PR OFee, 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. SCO ANG I N E-p, /O 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,✓ will fit between the bottom chord and any other members,with BCDL=10.0psf. _� $92OOP E '9� 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=282,6=282. 141141111 Cr C) A_OREGON 1 4/ /O Ay 14, 2-°\ �,�' • `SFR R 11-L e' EXPIRES: 12-31-2019 August 23,2019 AVWARNING-Ve' design NM= erily g 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 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 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578720 2067531 B03 COMMON GIRDER 1 2 Job Reference(optional) Builders FirstSourcelProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Apr 19 2019 Print 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:24:41 2019 Page 1 • I D:Ets9SmPl_FfhATS8jtGR1 zuVX4-51 rca5LuSMCF8EjPNYDTetvpEB24DKg 1 D?pQt2ykyOK I 4-9-0 I 9-6-0 14-3-0 19-0-0 23-9-0 I 28-6-0 29-6-0 4-9-0 4-9-0 4-9-0 4-9-0 4-9-0 4-9-0 1-0-0 9x12 MT18HS II Scale=1:61.8 4 '7 7.00 12 4x6 -i 15 4x6 3 5 41 7x14 MT18HS 3x6 i .. 2 6 5x16 -� 1o 7 a ISI o- `� 8 1� 0 16 17 14 18 19 1320 12 21 11 22 23 10 24 25 926 27 28 �� aIo 7x14 MT18HS i 3x8 5x12 MT18HS = 10x10 = 8x8 = 3x8 II 8x8 = 4-9-0 9-6-0 14-3-0 19-0-0 23-9-0 28-6-0 4-9-0 4-9-0 4-9-0 4-9-0 4-9-0 4-9-0 Plate Offsets(X,Y)-- [1:Edge,0-3-1],[2:0-1-12,0-1-8],[3:0-1-12,0-2-0],[5:0-1-12,0-1-12],[6:0-7-0,0-3-4],[7:0-4-13,0-2-0],[9:0-4-8,0-1-8],[10:0-3-9,0-4-8],[13:0-3-9,0-4-12], [14:0-4-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.23 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.54 10-11 >625 180 MT18HS 220/195 TCDL 7.0 Rep Stress lncr NO WB 0.96 Horz(CT) 0.17 7 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-RH Weight:367 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins. 6-8:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF Std G*Except* 4-11:2x4 DF No.1&Btr G WEDGE Left:2x6 DF No.2,Right:2x6 DF No.2 REACTIONS. (lb/size) 1=8850/0-5-8 (min.0-4-6),7=9840/0-5-8 (min.0-4-14) Max Horz 1=-251(LC 24) Max Uplift 1=-1987(LC 10),7=-2225(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-14732/3295,2-3=-12035/2722,3-4=-9227/2151,4-15=-9139/2152,5-15=-9227/2136, 5-6=-12195/2760,6-7=-15235/3399 BOT CHORD 1-16=-2853/12335,16-17=-2853/12335,14-17=-2853/12335,14-18=-2853/12335, 18-19=-2853/12335,13-19=-2853/12335,13-20=-2309/10334,12-20=-2309/10334, 12-21=-2309/10334,11-21=-2309/10334,11-22=-2210/10398,22-23=-2210/10398, 10-23=-2210/10398,10-24=-2775/12775,24-25=-2775/12775,9-25=-2775/12775, 9-26=-2805/12923,26-27=-2805/12923,27-28=-2805/12923,7-28=-2805/12923 WEBS 4-11=-2046/8950,5-11=-3980/1036,5-10=-953/4328,6-10=-2814/740,6-9=-590/2911, 22C O PR°F 3-11=-3900/1014,3-13=-881/4010,2-13=-2348/639,2-14=-583/2861 fL`` Fs 5"�' `�\GINF sj NOTES- V` �� �� 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: �Gt .7 Top chords connected as follows:2x4-1 row at 0-4-0 oc,2x6-2 rows staggered at 0-7-0 oc. 89 200 P E t' Bottom chords connected as follows:2x6-2 rows staggered at 0-3-0 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. rz- 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; © OREGON 4// MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate �G �� grip DOL=1.60 /Q '9r 14, 24 ..& TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 ,} ,,,A)..1- 4) 5)Unbalanced snow loads have been considered for this design. r�'/FR R I L\.- 6)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)All plates are MT20 plates unless otherwise indicated. EXPIRES: 12-31-2019 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. August 23,2019 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �.or mrruou-arrpuyc.z................................r.,..........,......-.... -- 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578720 2067531 B03 COMMON GIRDER 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Apr 19 2019 Print:8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:24:41 2019 Page 2 I D:EtsflSmPI_FfhATS8jtGRI zuVX4-51 rca5LuSMCF8EjPNYDTetvpEB24DKg 1 D?pQt2ykyOK • NOTES- 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1987 lb uplift at joint 1 and 2225 lb uplift at joint 7. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI TPI 1. 13)Use Simpson Strong-Tie LUS26(4-SD9212 Girder,4-SD9212 Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 27-6-12 to connect truss(es)to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-8=-64,1-7=-20 Concentrated Loads(lb) Vert:11=-1162(B)16=-1162(B)17=-1162(B)18=-1162(B)19=-1162(B)20=-1162(B)21=-1162(B)22=-1162(B)23=-1162(B)24=-1162(B)25=-1162(B)26=-1162(B) 27=-1162(B)28=-1165(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10N3/2015 BEFORE USE. mot 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;}� Iekp is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578721 2067531 CO1 GABLE 1 1 Job Reference(optional) Pr_oBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:39 2019 Page 1 I D:EtsflSmPl_FfhATS8jtGR1 zuVX4-40QQBwCarFzDaTvBsZRb_eQu74AdLfjwBLb43WykyUw T1-0-01 12-6-0 I 25-0-0 96-0-0I �1-0-0 I 12-6-0 12-6-0 1-0-0 4x4 = Scale=1:52.7 7.00 12 9 Sheet Front ��j�, FullSheathing 8 //,���I�� 10 1 PI 7/16"4x9 OSB ,e.I / jorel /- , 11 4x6 i 49). 6 124x6 -� / I 13 3 ,OLY // ir 15 i. 1 2 //II . ../ �� 16ci o eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee of v 0 3x4 = 3x4 = 29 28 27 26 25 24 23 22 21 20 19 18 3x6 = 25-0-0 25-0-0 Plate Offsets(X,Y)-- [5:0-3-0,Edge],[13:0-3-0,Edge],[16:0-0-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 16 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 16 n/r 120 TCDL 7.0 Rep Stress lncr YES WB 0.15 Horz(CT) 0.01 16 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:256 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-5,13-17:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 25-0-0. (Ib)- Max Horz 2=226(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,16,24,26,27,28,22,21,20,19 except 29=-106(LC 12), 18=-104(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,16,23,26,27,28,29,21,20,19,18 except 24=258(LC 19),22=258(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-0-10-0 to 2-2-0,Exterior(2)2-2-0 to 9-6-0,Corner(3)9-6-0 to 15-6-0, Exterior(2)15-6-0 to 22-10-0,Comer(3)22-10-0 to 25-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 .ED PR OFC 4)Unbalanced snow loads have been considered for this design. <( �' 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs • ��G N SFR s/O� non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. �/ 9 7)Gable requires continuous bottom chord bearing. $9200P E r 8)Gable studs spaced at 2-0-0 oc. ,/��l_r 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Toga r1" 10)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .. O, r will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. -p ' OREGON k' 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,16,24,26,27, L- O�Gs A, 28,22,21,20,19 except(jt=lb)29=106,18=104. Q r 14, 2 P' . � RRI0- l ' EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10Po3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails - K6578722 2067531 CO2 COMMON 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:40 2019 Page 1 - I D:EtsflSm P I_FfhATS8jtGR1 zuVX4-Ya_oPGDCcZ54BcUOQHygXrzx9UQv3453P?KebyykyUv [1-0-0 I 6-3-0 1 12-6-0 18-9-0 25-0-0 96-0-0 1-0-0 6-3-0 6-3-0 6-3-0 6-3-0 1-0-0 Scale=1:50.5 4x4 = 7.00 12 4 13 14 12 15 5x6 5x6 -� 5 11 / 16 2 6 1 7 o LI F MT ml Ulo]q o = 10 9 17 18 8 Flo 3x8 = 3x8 = 3x4 =3x6 = 3x4 = 8-4-0 16-8-0 25-0-0 8-4-0 8-4-0 8-4-0 Plate Offsets(X,Y)-- [2:0-8-0,0-0-6],[3:0-1-12,0-1-12],[4:0-2-0,0-1-12],[5:0-1-12,0-1-12],[6:0-8-0,0-0-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.16 8-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.41 Vert(CT) -0.31 8-10 >941 180 TCDL 7.0 Rep Stress lncr YES WB 0.27 Horz(CT) 0.05 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:125 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=1099/0-5-8,6=1099/0-5-8 Max Horz 2=226(LC 11) Max Uplift 2=-250(LC 12),6=-250(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1585/360,3-4=-1406/385,4-5=-1406/385,5-6=-1585/360 BOT CHORD 2-10=-350/1401,8-10=-84/872,6-8=-205/1294 WEBS 4-8=-202/666,5-8=-437/322,4-10=-202/666,3-10=-437/322 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 9-6-0,Exterior(2)9-6-0 to 15-6-0, Interior(1)15-6-0 to 22-10-0,Exterior(2)22-10-0 to 25-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �`„�0 PR Of non-concurrent with other live loads. `` C 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Gj n G I N F€� /a2 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. -9 7)A plate rating reduction of 20%has been applied for the green lumber members. 89200P E t' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=250,6=250. Cr 12, A OREGON t‘ A.,,, /0 �O "9y 14, 24\ p4 SRRI0- e' EXPIRES: 12-31-2019 August 23,2019 ....... AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi TT 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/TPN Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job' Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578723 2067531 001 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:41 2019 Page 1 ID:EtsflSm PI_FfhATS8jtGR1 zuVX4-OmYAccDgNsDxpm3az_T343WEots_obuDef4B7OykyUu -1-0-0 7-0-0 14-0-0 15-0-0 1-0-0 I 7-0-0 7-0-0 1-0-0 Scale=1:29.3 5x6 = 5 Sheet Front ,F1 Full S7eathing1 Ply 7/16"4x9 OSB 7.00 112 4 8 16 15 , 3 ✓ 8 / // / /, % � / o 1io 3x4 = 14 13 12 11 10 3x4 = 14-0-0 14-0-0 1 Plate Offsets(X,Y)-- [6:0-0-0,0-0-0],[7:0-0-0,0-0-0],[8:0-0-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 8 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 8 n/r 120 TCDL 7.0 Rep Stress!nor YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:113 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 REACTIONS. All bearings 14-0-0. (Ib)- Max Horz 2=131(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,8,13,11 except 14=-120(LC 12),10=-119(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,8,12,13,11 except 14=256(LC 22),10=255(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-0-10-0 to 2-2-0,Exterior(2)2-2-0 to 4-0-0,Comer(3)4-0-0 to 10-0-0, Exterior(2)10-0-0 to 11-10-0,Corner(3)11-10-0 to 14-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��a P O�F non-concurrent with other live loads. C 6)All plates are 2x4 MT20 unless otherwise indicated. c� 7)Gable requires continuous bottom chord bearing. >Gj ANG N EF�j t.9 8)Gable studs spaced at 2-0-0 oc. �j 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� gg200P E ��' 10)'This truss has been designed fora 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. 11)A plate rating reduction of 20%has been applied for the green lumber members. * ;'' - 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,13,11 fe,, tes MI except(jt=lb)14=120,,0=11s. 7 � , OREGON�� �� 4-„,6-i-7-,/}, 14, 2- P} SFR R I L.\- 13 EXPIRES: 12-31-2019 August 23,2019 MOM A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/93/2015 BEFORE USE. mi- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 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/TPI7 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578724 2067531 D02 COMMON 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:42 2019 Page 1 I D:EtsflSmPl_FfhATS8jtGR1 zuVX4-Uz6YpyES8ALoRwemXi_IcG2KMH8fX1 zMtJpkgqykyUt -1-0-0 7-0-0 14-0-0 15-0-0 1-0-0 7-0-0 7-0-0 1-0-0 Scale=1:29.3 5x6 = 3 7.00 12 10 9 8 11 7 12 2 4 5 o 1 Q o 0 yd 6 3x6 = 2x4 II 3x6 = 7-0-0 14-0-0 7-0-0 I 7-0-0 Plate Offsets(X,Y)-- [2:0-3-3,0-1-8],[4:0-3-3,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) 0.04 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.11 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:65 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=637/0-5-8,4=637/0-5-8 Max Horz 2=131(LC 11) Max Uplift 2=-152(LC 12),4=-152(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-686/147,3-4=-686/147 BOT CHORD 2-6=-32/479,4-6=-32/479 WEBS 3-6=0/299 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 4-0-0,Exterior(2)4-0-0 to 10-0-0, Interior(1)10-0-0 to 11-10-0,Exterior(2)11-10-0 to 14-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs CI�EO P R QF�s LP non-concurrent with other live loads. `` 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Gj ANG N:4) /pwill fit between the bottom chord and any other members. 27)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 Ib uplift at joints)except(jt=1b) 921 _ 2=152,4=152. y4,OREGON�� ��� ,4}- 14, 2� P-}- /1,/FRRIL�- Ca' EXPIRES: 12-31-2019 August 23,2019 Ma/ 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job. Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578725 2067531 E01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:43 2019 Page 1 I D:EtsflSmPl_FfhATS8jtG R1 zuVX4-y9gx 1 IF4vUTf24Dy5PVX9UbaIhYhGVYW5zZICHykyUs -1-0-0 5-5-12 10-11-8 11-11-8 1-0-0 5-5-12 I 5-5-12 1-0-0 Scale:112"=1' 5x6 = 5 Sheet Front Full Sheathing 1 Ply 7/16"4x9 OSB 7.0012 4 Arrg 4.14. 7 3 /�i� 2 / 8 ► ► , s /tAtiZ���i0i�i�i4i������i4i- i. 1 S ii4i4i.v..ii4iii**** vivi������....., iti4iii. i4 v 0 3x4 = 14 13 12 11 10 3x4 = 10-11-8 II 10-11-8 — Plate Offsets(X,Y)-- [6:0-0-0,0-0-0],[7:0-0-0,0-0-0],[8:0-0-0,0-0-0] 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 8 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 8 n/r 120 TCDL 7.0 Rep Stress lncr YES WB 0.04 Horz(CT) 0.00 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:82 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 REACTIONS. All bearings 10-11-8. (Ib)- Max Horz 2=106(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,8,13,14,11,10 Max Gray All reactions 250 lb or less at joint(s)2,8,12,13,14,11,10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-0-10-0 to 2-2-0,Exterior(2)2-2-0 to 2-5-12,Corner(3)2-5-12 to 8-5-12, Exterior(2)8-5-12 to 8-9-8,Comer(3)8-9-8 to 11-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 00 P R OFF non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. G'N �s/ 7)Gable requires continuous bottom chord bearing. co.. 8)Gable studs spaced at 2-0-0 oc. •.• p/0j 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� $g200P E 9� 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. ///jam. -- ` 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,13,14,11, ter, . },�e / 10. - o 17, ,_OREGON�� ot /O ilk 14, 2C) p.#SFR R 10- Q' EXPIRES: 12-31-2019 August 23,2019 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 `A;� ' 'V'building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails . K6578726 2067531 E02 COMMON 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:44 2019 Page 1 ID:EtsflSm PI_FfhATS8jtGR1 zuVX4-QLEJEeGignbWgEn9f60mhh7gR5gA?wofKdlrkjykyUr 5-5-12 10-11-8 11-11-8 5-5-12 5-5-12 1-0-0 5x6 = Scale=1:23.6 2 ii 6 1 3 ' Illhiiighhhhhh.... 4 Io tos 4x6 I 2x4 II 3x4 = 5-5-12 10-11-8 5-5-12 5-5-12 Plate Offsets(X,Y)-- [1:0-0-9,0-0-15],[1:0-1-1,0-5-14],[1:0-3-0,0-0-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.03 1-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.07 1-5 >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/TPI2014 Matrix-RH Weight 45 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 2-4:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 3=522/0-5-8,1=444/Mechanical Max Horz 1=-104(LC 8) Max Uplift 3=-128(LC 13),1=-94(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-553/139,2-3=-543/141 BOT CHORD 1-5=-28/382,3-5=-29/374 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)0-0-12 to 8-5-12,Interior(1)8-5-12 to 8-9-14,Exterior(2)8-9-14 to 11-9-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 9,EO PR OFF s 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. SCO ANG I ��� /O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /L 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 9 will fit between the bottom chord and any other members. 921 OP t' 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)1 except(jt=lb) f 3=128. - OREGON u 4 C �O 9y 14, 2`) p1- ��RRI�L e' EXPIRES: 12-31-2019 August 23,2019 NOM WARNING-Verify design A nfy g parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE Ml1-7473 rev.10M3/2015 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 IMT®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 PLH-2305 Yukon D-2x6 Tails K6578727 2067531 E03 Common 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:44 2019 Page 1 ID:EtsflSmPl_FfhATS8jtGR1 zuVX4-QLEJ EeGignbWgEn9f60mhh7he5rF?wjfKdlrkjykyUr 5-5-12 10-11-8 5-5-12 5-5-12 4x4 = Scale=1:23.3 2 I1 7.00 12 5 Iiiihhh• 3 1 // \E ►t 4 ►, 4x6 I 2x4 I I 4x6 II 5-5-12 10-11-8 5-5-12 5-5-12 Plate Offsets(X,Y)-- [1:0-0-9,0-0-15],[1:0-1-1,0-5-14],[1:0-3-0,0-0-13],[3:0-0-8,0-0-15],[3:0-1-1,0-5-14],[3:0-3-0,0-0-13] 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 0.32 Vert(LL) -0.03 1-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.07 1-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:39 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 WEDGE Left:2x4 DF Std-G,Right:2x4 DF Std-G REACTIONS. (lb/size) 1=448/Mechanical,3=448/0-5-8 Max Horz 1=98(LC 9) Max Uplift 1=-95(LC 12),3=-93(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-560/152,2-3=-563/153 BOT CHORD 1-4=-37/384,3-4=-37/384 WEBS 2-4=0/260 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. �� P R ore 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 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. Gj� �N('j NE tS'/O 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 89200PE r L 4,OREGON� 4,/rt- 4), � 4), 14, 2Q pit' R R I - e' EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails ' K6578728 2067531 E04 Common 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:45 2019 Page 1 , I D:EtsflSm P I_FfhATS8jtG R1 zu VX4-vYohSzH KR5jN I OM LCgX?EvgrAVApkM GoZH 2 PG9ykyU q 5-0 4 10-6-0 I 5-0-4 5-5-12 4x4 = Scale=1:24.4 2 7.00 12 r1 7 6 8x8 = iiiiill 1 3 PFII IMIMMIIIMMNmm....--all IN= ql 4111111111111111 .1. ._: l‘4, o 4 ;; 5 3x8 = 4x4 = 3x8 II 5-0-4 10-6-0 5-0-4 5-5-12 Plate Offsets(X,Y)-- [1:Edge,0-5-15],[3:0-2-8,Edge],[3:0-0-4,0-1-0],[4:0-2-0,0-1-8],[5:0-1-13,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.03 3-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.07 3-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:44 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 except end verticals. WEBS 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 5=425/Mechanical,3=425/0-5-8 Max Horz 5=-107(LC 8) Max Uplift 5=-87(LC 12),3=-90(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-455/129,2-3=-507/131,1-5=-394/154 BOT CHORD 3-4=-19/338 WEBS 1-4=-35/341 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. c2c 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. <(, O PR R Qp- 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. N,co. ANG 1 N SFR /O 6)A plate rating reduction of 20%has been applied for the green lumber members. /L 7)Refer to girder(s)for truss to truss connections. Zia p 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3. 89200P E 1' ,_OREGONt, �� rO A 14, 2Q\ ‘"- # M7'RRPL\- EXPIRES: 12-31-2019 August 23,2019 I -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 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/TPN Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job' Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578729 2067531 F01 ROOF SPECIAL GIRDER 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:46 2019 Page 1 I D:EtsflSmPl_FfhATS8jtGR1 zuVX4-NkM3fJHzCPsEwXxXmX3En6D2luXvTotyoxnypcykyUp -1-0-0 3-7-3 3110-1 6-7-7 I 9-11-8 1-0-0 3-7-3 6-3-12 2-8-8 3-4-1 Scale=1:21.0 5x12 MT18HS 3 2x4 II x \ / 3x6 = >< 7.00 12 12 13 * 14 * 5 V 11 N Y ♦ 15 10 16 17 18 G LUS24 2x4 LUS24 3x4 = LUS24 3x4 = 8 7 LUS24 3x4 = 3-7-3 6-7-7 9-11-8 3-7-3 I 3-0-4 3-4-1 Plate Offsets(X,Y)-- [3:0-2-8.0-2-0] LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.02 9-10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.18 Vert(CT) -0.03 9-10 >999 180 MT18HS 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:51 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-6:2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-6. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Std G REACTIONS. (lb/size) 8=706/0-5-8,2=654/0-3-8 Max Horz 2=97(LC 7) Max Uplift 8=-301(LC 7),2=-215(LC 10) Max Gray 8=869(LC 25),2=804(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-975/290,3-4=-896/319 BOT CHORD 2-10=-307/795,9-10=-310/788,8-9=-347/896 WEBS 4-8=-1084/397 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs `��a G N P R OFFS non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. f� 0' ��`'T' /p2 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 89200PE "9t' 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)except(jt=lb) 4111°<6 8=301,2=215. 0 (Z 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. -Zs OREGON C(/ 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- 4? �t 2-0-12 from the left end to 8-0-12 to connect truss(es)to back face of bottom chord. O )- 1 4 24 P+ 13) Fill all nail holes where hanger is in contact with lumber. /� 'J Qj 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)194 lb down and 169 lb up at �R R I1-,k.- 3-8-15,and 151 lb down and 128 lb up at 6-0-12,and 151 lb down and 128 lb up at 8-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. EXPI RES: 12-31-2019 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). August 23,2019 al andard r... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 811-7473 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 Mf;1} ®k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle j Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578729 2067531 F01 ROOF SPECIAL GIRDER 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:47 2019 Page 2 - ID:EtsflSmPl_Ffl1ATS8jtGR1zuVX4-rwvRtflbzi 4XhWkKFaTJKID2It8CF650bXVL2ykyUo LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-5=-64,5-6=-64,2-7=-20 Concentrated Loads(Ib) Vert:3=-129 13=-136 14=-136 15=-19(B)16=-18(B)17=-18(B)18=-18(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 MGTek' is always required for stability and to prevent collapse 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 Criraia,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 PLH-2305 Yukon D-2x6 Tails K6578730 2067531 F02 MONOPITCH 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:47 2019 Page 1 ID:EtsflSmPl_FfhATS8jtGR1 zuVX4-rwvRtflbzi_4XhWkKFaTJKIBblIsC1550bXVL2ykyU o -1-0-0 5-6-0 1-0-0 5-6-0 Scale:1/2"=1 2x4 H 4 3 7.00 112 7 6 2 1 ''Po''''''''''''''''0''• ••• •.•4,• •,' •i''i''''i'i'4'�': e♦�����e�e�e�eeee�ee��eee�ee����eee��ee�e��e�♦.. ee�eeee�e�e�e�eeee�ee�e��e�ee�e��e��e4. 0''' ' 'i'iiii4•�!• Pi�e�e�ee��e��ee��ee'OPOO'OPp�••eeee��e��e��►. 3x4 = 5 3x6 I I 5-6-0 5-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.04 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.13 2-5 >478 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:28 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 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. All bearings 5-6-0 except(jt=length)5=0-3-8,5=0-3-8. (Ib)- Max Horz 2=150(LC 9) Max Uplift All uplift 100 lb or less at joint(s)2 except 4=-354(LC 22),5=-405(LC 12) Max Gray All reactions 250 lb or less at joint(s)except 4=288(LC 12),2=257(LC 19),5=638(LC 19),5=587(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-586/437 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 5-6-0 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)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �4 P Fc R 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 Q Q will fit between the bottom chord and any other members. - < `` GIN �s� 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)2 except(jt=lb) 4=354,5=405. �/ 9 � s92oaPE � .i 4/OREGON�� -9r 14, 20 v.. ../t EXPIRES: 12-31-2019 August 23,2019 11/111/1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578731 2067531 F03 MONOPITCH 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:48 2019 Page 1 I D:EtsflSm Pl_FfhATS8jtG R 1 zu VX4-J6Tg4?J Dk06x9r5wuy5isXlOgi66xlLFFFG3tUykyU n -1-0-0 5-6-0 1-0-0 5-6-0 Scale=1:23.6 2x4 I I 4 3 7.00 12 9 8 , 7 2 • I 6 3x4 = 2x4 115 5-6-0 5-6-0 Plate Offsets(X,Y)-- [6:0-2-0,0-1-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.04 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.11 2-6 >553 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:28 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 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=228/Mechanical,2=282/0-5-8 Max Horz 2=152(LC 9) Max Uplift 6=-90(LC 12),2=-68(LC 12) Max Gray 6=256(LC 19),2=287(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 2-6-0,Exterior(2)2-6-0 to 5-6-0 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)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0,_ PR 0 F will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. �Gj AN:9210N0/9 /O2 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)6,2. 'y 89E pL 71,OREGON AZ-f /O ,/}- 14, 2� p-�- 4,tFRR1��- Q' EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/13/2015 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 MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job' Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578732 2067531 001 MONO CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:49 2019 Page 1 I D:EtsflSmPlFfhATS8jtGR1 zuVX4-nJ 1 CHLKrU KEon?g6RgcxOlrax6acgBLOUvOcPxykyUm -1-0-0 3-7-3 3/10-15 6-0-0 1-0-0 3-7-3 0-3-12 2-1-1 Scale=1:19.9 Special 5x6 i 3 2x4 II 100.M4 7.00 12 Iw N il 1 PAIMMEIMILITI � e lir111 ' Y 11111j111110 8 11 a had LUS24 2x4 H 3x4 = LUS24 7 6 3x4 = 3-7-3 6-0-0 3-7-3 2-4-13 Plate Offsets(X,Y)-- [3:0-2-8.0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.01 2-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.02 2-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 7 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:32 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:3-5. 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) 7=389/Mechanical,2=383/0-5-8 Max Horz 2=97(LC 42) Max Uplift 7=-208(LC 7),2=-155(LC 10) Max Gray 7=410(LC 25),2=558(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-457/170 BOT CHORD 2-8=-182/296,7-8=-187/290 WEBS 3-7=-422/231 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �_c o P R OFFS non-concurrent with other live loads. .` GINE-, 'N n s/ 5)Provide adequate drainage to prevent water ponding. Gj ,T 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �/,� 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� 89200 P E 1717 will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. ��'"' i. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) '' 7=208,2=155. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. © /a OREGON o. �/� 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 pG � Q� 2-0-12 from the left end to 4-0-12 to connect truss(es)to front face of bottom chord. 14, 2.Q:\ P 13) Fill all nail holes where hanger is in contact with lumber. /�J.9 �j 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)206 lb down and 239 lb up at FR R I L`.• 3-8-15,and 97 lb down and 97 lb up at 4-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. EXPI RES: 12-31-2019 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). August 23,2019 adifiNSBOandard 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 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578732 2067531 GO1 MONO CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:49 2019 Page 2 I D:Etst8SmPl_FthATS8jtGR1 zuVX4-nJ 1 CH LKrUKEon?g6RgcxOlrax6acgBLOUvOcPxykyUm LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-5=-64,2-6=-20 Concentrated Loads(lb) Vert:3=-130 9=-53(F)10=-19(F)11=-17(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10173/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job{ Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578733 2067531 G02 MONOPITCH 5 1 Job Reference(optional) PrpBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:50 2019 Page 1 I D:EtsflSm PI_FfhATS8jtGR1 zuVX4-FVbaVhKTFdMfO9FJ?N7AxyNiJ WmTPfrXiYIAyNykyUl -1-0-0 6-0-0 1-0-0 6-0-0 Scale=1:26.2 Special 2x4 I I 4 3 7.00 �12 9 11 8 7 2 • i ci 1 ,/ ►, 6 3x4 = 2x4 6-0-0 6-0-0 Plate Offsets(X,Y)-- [6:0-2-0,0-1-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.05 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.16 2-6 >414 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:30 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=321/Mechanical,2=299/0-5-8 Max Horz 2=165(LC 9) Max Uplift 6=-134(LC 12),2=-73(LC 32) Max Gray 6=341(LC 19),2=305(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-6=-280/171 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 3-0-0,Exterior(2)3-0-0 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)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� P R OFF, 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. Gj� /N' of� `� s�O 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. 44( 9 = 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 9200P r 6=134. */. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 lb down and 84 lb up at 6-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. � � - 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Cs ' ,9 OREGON �� LOAD CASE(S) Standard L� 4,OREGON 1K 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Q � 14, 2N P'�- uniform Loads(plf) / h R, Vert:1-3=-64,3-4=-64,2-5=-20 \•• Concentrated Loads(lb) Vert:4=-67(F) EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mu Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Voss web and/or chord members only. Additional temporary and permanent bracing MiTek: is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578734 2067531 JF01 JACK-PARTIAL GIRDER 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:50 2019 Page 1 - I D:EtsflSmPl_FfhATS8jtG R1 zuVX4-FVbaVhKTFdMfO9FJ?N7AxyNmPWscPfrXiYIAyNykyUl -1-0-0 0-11-8 1-10-15 1-0-0 0-11-8 0-11-7 Special Scale=1:11.2 3 7.00 12 2 PAI III �� rn 5LUS24 4 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.38 Vert(CT) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress Ina' NO WB 0.00 Horz(CT) -0.00 3 n/a Na BCLL 0.0 Code IBC2015/TP12014 Matrix-P 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) 2=167/0-3-8,4=39/Mechanical,3=68/Mechanical Max Horz 2=69(LC 10) Max Uplift 2=-25(LC 10),3=-76(LC 10) Max Gray 2=173(LC 16),4=78(LC 5),3=75(LC 34) 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;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. n 8)Refer to girder(s)for truss to truss connections. u(s)PR OFc. 9)Refer to girder(s)for truss to truss connections. c 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. ., NG I N FF z 11)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 2 truss(es)to front face of bottom chord. �<C' �J� 12)Fill all nail holes where hanger is in contact with lumber. 89200P E 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 58 lb up at 1-10-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. � / 14) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -4' CC LOAD CASE(S) Standard OREGON�� �j 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 �G ?j Uniform Loads(plf) �O r j 4 f 20 -{- Vert:1-3=-64,2-4=-20 q Concentrated Loads(lb) ,Y' ?R 1 LA' Vert:3=-20(F) EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10iO3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall s 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/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 PLH-2305 Yukon D-2x6 Tails K6578735 2067531 JF02 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:51 2019 Page 1 ID:EtsflSmPl_FfhATS8jtGR1 zuVX4-jh9yi 1 L50xU WOJgVZ5ePUAwwRvBk865hxCVjUpykyUk -1-0-0 1-11-8 3-10-15 1-0-0 1-11-8 l 1-11-7 Scale=1:17.1 3 7.00 12 5 2 ' rn 1 I� .. o " 4 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:18 lb FT=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=110/Mechanical,2=227/0-3-8,4=38/Mechanical Max Horz 2=120(LC 12) Max Uplift 3=-97(LC 12),2=-44(LC 12) Max Gray 3=122(LC 19),2=230(LC 19),4=76(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. <r 0 PR OFF 9)Refer to girder(s)for truss to truss connections. c 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 89200PE 9r L4,OREGON �Q �Q 14, 20 SFR R I Q' EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MMek* is always required for stability and to prevent collapse 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 PLH-2305 Yukon D-2x6 Tails K6578736 2067531 JF03 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:52 2019 Page 1 I D:EtsflSmPl_FfhATS8jtGR1 zuVX4-BujKwNMjnFcNeSPh7o9e0NT5OJXztZLgAsEGOFykyUj -1-0-0 2-0-0 4-0-0 5-0-0 1-0-0 2-0-0 2-0-0 1-0-0 Scale=1:20.3 4 3 " to 7.00 12 6 v� 9 0 N 2 1 C '= 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 0.10 Vert(LL) -0.01 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.04 2-5 >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/TP12014 Matrix-P Weight:21 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-3-8,5=Mechanical,3=0-1-8. (Ib)- Max Horz 2=149(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,2 except 3=-127(LC 12) Max Gray All reactions 250 lb or less at joint(s)4,2,5,3 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(fiat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. �CIr�EO P R 0FFn Gj 9)Refer to girder(s)for truss to truss connections. ``` 10)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. � NG)N EF �a 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2 except C? 9 2 (jt=lb)3=127. �/kr }7 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 89200PE AAP'10'1 , OREGON 4-'6-.741., O 9r 14, 4- P4 MFR R►��- Q' EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse 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 PLH-2305 Yukon D-2x6 Tails K6578737 2067531 JGO1 JACK-PARTIAL GIRDER 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:52 2019 Page 1 I D:EtsflSmPl_FihATS8jtGR1 zuVX4-BujKwNMjnFcNeSPh7o9e0NT6uJX8tZLgAsEGOFykyUj -1-0-0 0-11-8 1-10-15 1-0-0 0-11-8 0-11-7 Special Scale=1:11.2 3 7.00 12 2 1 1 I P c� =, 5LUS24 4 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.38 Vert(CT) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P 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) 2=168/0-5-8,4=39/Mechanical,3=65/Mechanical Max Horz 2=69(LC 10) Max Uplift 2=-25(LC 10),3=-75(LC 10) Max Gray 2=175(LC 16),4=78(LC 5),3=74(LC 34) 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;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. ``` P R F�S 8)Refer to girder(s)for truss to truss connections. `` ti 9)Refer to girder(s)for truss to truss connections. t 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. �GJ� �G 1 N FF s�O 11) 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 ?i truss(es)to back face of bottom chord. �w 92 i OP }� 12)Fill all nail holes where hanger is in contact with lumber. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 58 lb up at 1-10-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). !f ( LOAD CASE(S) StandardOREGON toQ 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 7Z- 'It O� 1 Uniform Loads(plf) Q 14, 2 �Pr Vert:1-3=-64,2-4=-20 Concentrated Loads(Ib) MFR R Vert:3=-19(B) EXPIRES: 12-31-2019 August 23,2019 MEM 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 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 CT®kq is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails F K6578738 2067531 JGO2 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:53 2019 Page 1 ID:EtsflSmPl_F1hATS8jtGR1 zuVX4-g4Hj7jNMYYkEFcztgVhtZb?G2juScOa_PW_gYiykyUi -1-0-0 1-11-8 3-10-15 1-0-0 1-11-8 1-11-7 Scale=1:17.1 3 7.00 12 ��, o / 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 0.08 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.03 2-4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight: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=106/Mechanical,2=231/0-5-8,4=37/Mechanical Max Horz 2=120(LC 12) Max Uplift 3=-96(LC 12),2=-46(LC 12) Max Gray 3=117(LC 19),2=233(LC 19),4=74(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(fiat roof snow);CategoryII;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. f- 8)Refer to girder(s)for truss to truss connections. �``,,,o) PR R OI[- C ss I 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. ANG NE `� /0 2 4 . 0 ct A OREGON £j � �� <O /9)- 14, 24 P-�- liiFRRIL.L e' EXPIRES: 12-31-2019 August 23,2019 -- 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERENCE PAGE MI1.7473 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 �i 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 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job• Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578739 2067531 JGO3 JACK-OPEN 7 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:54 2019 Page 1 I D:EtsflSm Pl_FfhATS8jtG R l zuVX4-8Gr5L2O_Jss5tmY4EDC65oYRU 7FLLTg7dAj N58ykyU h -1-0-0 3-6-0 1-0-0 3-6-0 Scale:3/4"=1' 2x4 II 4 3 7.00 12 7 2 1 111.4141 is c 6 3x4 = 5 2x4 3-6-0 3-6-0 Plate Offsets(X,Y)-- [6:0-2-0,0-1-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.01 2-6 >999 180 TCDL 7.0 Rep Stress lncr NO WB 0.00 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:19 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 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=140/Mechanical,2=203/0-5-8 Max Horz 2=101(LC 9) Max Uplift 6=-56(LC 12),2=-54(LC 12) Max Gray 6=153(LC 22),2=204(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P R r will fit between the bottom chord and any other members. ��0 Q c: 7)A plate rating reduction of 20%has been applied for the green lumber members. Nc�s/ 8)Refer to girder(s)for truss to truss connections. Gj `�\ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2. p2� 0 89200PE •d..• A_OREGON t, �tcJ� '1}- 14, 24\ -}- �FR R 1 Lk- e' EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 818-7473 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 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 PLH-2305 Yukon D-2x6 Tails K6578740 2067531 JGO4 Monopitch Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:54 2019 Page 1 , ID:EtaflSmPl_FihATS8jtGR1 zuVX4-8Gr5L2O_Jss5tmY4EDC65oYRF7FiLTg7dAjN58ykyUh 3-6-0 3-6-0 Scale:3/4"=1' 2x4 II 3 2 7.00 112 ri 11111.1=11111111/ 7 LUS26 5 3x4 = 6 4 LUS26 2x4 II 3-6-0 3-6-0 Plate Offsets(X,Y)-- (5:0-2-0,0-1-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 1-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.02 1-5 >999 180 TCDL 7.0 Rep Stress lncr NO WB 0.00 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:16 lb FT=10% BCDL 10.0 9 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=595/0-5-8,5=539/Mechanical Max Horz 1=95(LC 7) Max Uplift 1=-128(LC 10),5=-158(LC 10) Max Gray 1=595(LC 1),5=541(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;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 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. GG P R 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) "6 1=128,5=158. � NG N EF /O 9)Use Simpson Strong-Tie LUS26(4-10d Girder,3-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 0-6-12 from the left end to 2-6-12 to connect truss(es)to front face of bottom chord. __/ 9� 10) Fill all nail holes where hanger is in contact with lumber. 89200PE 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4100/r /-' LOAD CASE(S) Standard 4/121, • 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) © OREGON co¢ Vert:1-2=-64,2-3=-64,1-4=-20 p1- 2p its A Concentrated Loads(Ib) <O '9}- 1 4, 20�P4- Vert:6=-431(F)7=-429(F) /14 EXPIRES: 12-31-2019 August 23,2019 �a�a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t 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 Masai(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job' Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578741 2067531 JY01 JACK-OPEN GIRDER 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:55 2019 Page 1 I D:EtsflSm Pl_FfhATS8jtG R1 zu VX4-cTOTYOOc4AyVw7GowjLe05d7XZr4w4H sgTxdaykyUg -1-0-0 0-6-7 1-0-14 1-0-0 0-6-7 I 0-6-7 Scale=1:9.8 3 7.00 12 ' A 2 P, 1 LdlgiMMIIIIIMIIMIIIIIIIIW! C' C M 5 LUS24 4 Y M a 3x4 = 4-0-0 4-0-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL n.o (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.04 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:11 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-14 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=152/0-5-8,4=39/Mechanical,3=8/Mechanical Max Horz 2=47(LC 10) Max Uplift 2=-22(LC 10),3=-36(LC 16) Max Gray 2=189(LC 16),4=78(LC 5),3=13(LC 20) 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.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. �'�Q P R OFF 9)Refer to girder(s)for truss to truss connections. t1 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. .,, ANG I N E�� s/� 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect G' ?j truss(es)to front face of bottom chord. �k� 89 200 P E '3ZC� 12)Fill all nail holes where hanger is in contact with lumber. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 411111° Ov'l LOAD CASE(S) Standard ice.,. ' 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Cil Cr Uniform Loads(plf) -p OREGON £// Vert:1-3=-64,2-4=-20 L/O'iq�, 14 2a\ _& 44 -RIR I LL �'� EXPIRES: 12-31-2019 August 23,2019 IMMINI mit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578742 2067531 JY02 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:56 2019 Page 1 , I D:EtsflSm Pl_FfhATSBjtG R1 zu VX4-4fyrl kPE rT6p64iSMeEa BDdoiww8pN KQ5U CU91 ykyUf -1-0-0 1-1-5 2-2-9 1-0-0 1-1-5 1-1-4 Scale=1:12.1 3 5 7.00 12 2 1 Oi °'' *d 4 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.03 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-P Weight:14 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=43/Mechanical,2=185/0-5-8,4=37/Mechanical Max Horz 2=76(LC 12) Max Uplift 3=-48(LC 12),2=-32(LC 12) Max Gray 3=50(LC 22),2=205(LC 18),4=74(LC 5) 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)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. �CIa' ti P R Opj- 9)Refer to girder(s)for truss to truss connections. C`;`` 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. ANG�N�F' /0 2 89200PE 9r F4/OREGON�� �t�Q �O -9y14, 2° 4 EXPIRES: 12-31-2019 August 23,2019 WARNING-Verifydesign A g parameters end 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,notle 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 MMT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job' Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578743 2067531 JY03 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:56 2019 Page 1 ID:EtsflSmPl_FthATS8jtGR1 zuVX4-4fyrtkPErT6p64iSMeEaBDdoeww8pNKQ5UCU91 ykyUf -1-0-0 1-8-2 3-4-4 1-0-0 1-8-2 1-8-2 Scale=1:15.5 3 7.00 12 5 2 c i 1 �j c> ,,ie c „ 4 3x4 = 3-4-4 4-0-0 3-4-4 0-7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.03 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:17 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-4 oc purlins. BOT CHORD 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=86/Mechanical,2=215/0-5-8,4=37/Mechanical Max Horz 2=106(LC 12) Max Uplift 3=-81(LC 12),2=-41(LC 12) Max Gray 3=95(LC 22),2=216(LC 19),4=74(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. G P �� 8)Refer to girder(s)for truss to truss connections. Q 0 9)Refer to girder(s)for truss to truss connections. c�' 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. CO\ ��GI N ��� s, , f. 444 ;9200P v1- p4 OREGON�� 4/ /O .9r 14, 2a MERR10- EXPIRES: 12-31-2019 August 23,2019 I IMMO A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek" is always required for stability and to prevent collapse 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 PLH-2305 Yukon D-2x6 Tails K6578744 2067531 'JY04 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:57 2019 Page 1 ID:EtsflSmPlFfhATS8jtGR1 zuVX4-YrW Dz4QscnEgkEHfvUpjRAyrKGNYgazJ8y1 hTykyUe -1-0-0 2-0-0 4-0-0 4-6-0 1-0-0 2-0-0 2-0-0 0-6-0 Scale=1:18.8 4 3 I A 0 7.00 112 16 1 w n N V aJ N 2 I 1 D D 1 0415 ,/ 3x4 = 4-0-0 { 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.03 2-5 >999 180 TCDL 7.0 ) BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:19 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 DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,5=Mechanical,3=0-1-8. (Ib)- Max Horz 2=136(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,2 except 3=-112(LC 12) Max Gray All reactions 250 lb or less at joint(s)4,2,5,3 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)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. �f 2{OQ PR OFFss 9)Refer to girder(s)for truss to truss connections. ```` 10)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. SCO NG I N FF /O 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2 except T /�j (jt=lb)3=112. 9 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 892OOP E t' A*T.< ..._. prr ,/OREGON�� �4r /O 14, 2° 0- iliFRR1LA- 6 EXPIRES: 12-31-2019 August 23,2019 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. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job' Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578745 2067531 JY05 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:58 2019 Page 1 1D:EtsflSmPl_FfhATS8jtG R1 zuVX4-024cAQRU N5MXMNsrT3G2Gej7akbcHHgjYohbEvykyUd -1-0-0 2-0-0 4-0-0 5-7-4 1-0-0 2-0-0 2-0-0 1-7-4 Scale=1:22.1 4 3 7.00 12 6 FA o 7 r7 2 -' 3x4 = 5 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 IC 0.10 Vert(LL) -0.01 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.03 2-5 >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/TP12014 Matrix-P Weight:22 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=0-5-8,5=Mechanical,3=0-1-8. (Ib)- Max Horz 2=164(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,2 except 3=-143(LC 12) Max Gray All reactions 250 lb or less at joint(s)4,2,5,3 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)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. �4 P R �c� 8)Refer to girder(s)for truss to truss connections. U Q 9)Refer to girder(s)for truss to truss connections. s 10)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. ,. NG N EF� sip 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2 except fit=lb)3=143. w 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. !9210P AP, • -e" API 2100 '%'r OREGON�tx A."'"'O „9 Y 14, 26 `4 MERR1��- Q' EXPIRES: 12-31-2019 August 23,2019 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 BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578746 2067531 KO1 MONO TRUSS 12 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:58 2019 Page 1 ID:EtsflSmPl_FfhATSBjtGR1 zuVX4-024cAQRUN5MXM NsrT3G2Gej87keDHHgjYohbEvykyUd -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:8.5 3 7.00 12 _ 2 A 1 r.41.11 3x4 = 4 PROVIDE ANCHORAGE,DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX.UPLIFT AND MAX HORZ.REACTIONS SPECIFIED BELOW. 0-10-81-0-0 0-10-8 -1-81 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 0.06 Vert(LL) 0.00 2 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:7 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=10/Mechanical,3=126/Mechanical Max Horz 4=-209(LC 18),3=209(LC 18) Max Uplift 4=-5(LC 8),3=-55(LC 12) Max Gray 4=20(LC 5),3=126(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. Qc O P R OFF 9)PNAide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,3. •`$ cs�/ 10) ANGINE,.9 029 89200PE r 1011° 0 Cr 7 ,�OREGON � Flo <O All k 14, 2.°N P4 SFR R i 0ti- e' EXPIRES: 12-31-2019 August 23,2019 MIMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 PLH-2305 Yukon D-2x6 Tails K6578747 2067531 SF01 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:17:59 2019 Page 1 ID:EtsfISmPl_FfhATS8jtGR1 zuVX4-U Ee_OmR68OUNzXR 11 mnHosFJE8_U0k3snSR8mLykyUc -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:11.2 3 7.00 12 2 PAAMIIIIMIll 90 '/ 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/iP12014 Matrix-P Weight:10 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=47/Mechanical,2=147/0-3-8,4=20/Mechanical Max Horz 2=69(LC 12) Max Uplift 3=-45(LC 12),2=-37(LC 12) Max Gray 3=53(LC 22),2=153(LC 18),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. r� 8)Refer to girder(s)for truss to truss connections. �EU PRO-t-4,, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. �� 'id �NGINFF9 /any '' ' 92200P,, <' 019 FCr 4"OREGON\ 44/ <0 '44' 14, 2P �-1- M 'R R I O, e' EXPIRES: 12-31-2019 August 23,2019 rr. 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' ®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails i. K6578748 2067531 SGO1 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:00 2019 Page 1 , ID:EtsflSmPl_FfhATS8jtGR1 zuVX4-yQCMb6SIvicEbhOEbTJWL3oUyYKkIBJ006AhloykyUb -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:11.2 3 7.00 12 112 0 IMY 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:10 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=46/Mechanical,2=148/0-5-8,4=19/Mechanical Max Horz 2=69(LC 12) Max Uplift 3=-45(LC 12),2=-37(LC 12) Max Gray 3=52(LC 22),2=156(LC 18),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. ccO P R OFF 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. - Ss �� �NGI N�F� /029 89200PE r p 4,"OREGON .44-/ft�� 14, c- 4 `1R R I I-L Q' EXPIRES: 12-31-2019 August 23,2019 ... 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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 Qty Ply PLH-2305 Yukon D-2x6 Tails K6578749 2067531 SY01 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:00 2019 Page 1 ID:EtsflSmPl_FfhATS8jtGR1 zuVX4-yQCMb6SIvicEbhOEbTJ WL3oTmYKkIBJ006AhloykyUb -1-9-0 2-0-0 3-4-8 1-9-0 2-0-0 1-4-8 Scale=1:11.3 3 ui 4.00 12 ' 5 ., ao 2 rn 1 3x4 = 4 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 0.12 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:14 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=80/Mechanical,2=249/0-5-8,4=19/Mechanical Max Holz 2=77(LC 8) Max Uplift 3=-58(LC 12),2=-138(LC 8) Max Gray 3=92(LC 19),2=264(LC 18),4=39(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 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. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. G P r 8)Refer to girder(s)for truss to truss connections. D R re Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) rss 2=138. CO %NGINF,F9 /a29 4/OREGON� 441 'o '.1/' 14, 20 M�-R R ISL e' EXPIRES: 12-31-2019 August 23,2019 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.13/2015 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 andlor 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/TP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578750 2067531 W01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:01 2019 Page 1 , I D:EtsflSmPl_FfhATS8jtGR1 zuVX4-RdmkpSTNg015Drb08BgluHLeJxhXUeo9EmwFgEykyUa 5-0-0 10-0-0 11-0-0 5-0-0 5-0-0 1-0-0 4x4 = Scale:1/2"=1' 3 Sheet Front 1 Full Sheathing 1 Ply 7/16"4x9 OSB 7.00 12 2x4 / 1� 2 �� 4 2x4 r / 4/% R'.T., A ri 1 4ii ��� 5 1 -ArAr my Or Io 9 8 7 3x4 = 2x4 II 2x4 II 2x4 II 354 = 3x6 II 10-0-0 10-0-0 Plate Offsets(X,Y)-- [1:0-0-0,0-0-15],[1:0-0-15.0-4-6] 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 0.06 Vert(LL) -0.00 5 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) 0.00 5 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-S Weight 66 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. All bearings 10-0-0. (Ib)- Max Horz 1=-96(LC 8) Max Uplift All uplift 100 lb or less at joint(s)5,1 except 9=-130(LC 12), 7=-122(LC 13) Max Gray All reactions 250 lb or less at joint(s)5,8,1 except 9=275(LC 22), 7=272(LC 23) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C 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/TPI 1. uED PR QF 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 -4.$C' C ss 4)Unbalanced snow loads have been considered for this design. . ANG I'i /� 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs '✓ non-concurrent with other live loads. ZC/ "j� 6)Gable requires continuous bottom chord bearing. 89200P E t 7)Gable studs spaced at 2-0-0 oc. / 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. APIP./�"� 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. -p OREGON k' 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,1 except 1- 41�` & (jt=lb)9=130,7=122. /Q '9 Y 1 4 2Q .i-2t- 44 ,}- MRRILk- Q' EXPIRES: 12-31-2019 August 23,2019 1 MAN 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 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?Pl1 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 PLH-2305 Yukon D-2x6 Tails K6578751 2067531 W02 COMMON 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:02 2019 Page 1 I D:EtsflSmPl_FfhATS8jtGR1 zuVX4-vpJ60oU?QJtyq?9ciuL_QUtmvL_4D301TQfoNgykyUZ 5-0-0 10-0-0 11-0-0 5-0-0 5-0-0 1-0-0 Scale=1:22.6 4x4 = 2 7.00 12 ,' 7 6 khhhib.... 1 3 d ill w 4 0 c Io • 3x6 II �, Iq 5 M o 4x4 = 2x4 II 3x4 = 5-0-0 10-0-0 5-0-0 5-0-0 - Plate Offsets(X,Y)-- [1:0-0-0,0-1-3],[1:0-0-15,0-4-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.02 1-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.05 1-5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:42 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 2-4:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 3=479/0-5-8,1=404/Mechanical Max Horz 1=-96(LC 8) Max Uplift 3=-118(LC 13),1=-86(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-501/129,2-3=-491/130 BOT CHORD 1-5=-24/344,3-5=-26/336 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. C�� P R FSC 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 `` Q rs 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. NGj� �G,I N F � she) 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 2 will fit between the bottom chord and any other members. �� g200P -K. 7)A plate rating reduction of 20%has been applied for the green lumber members. 1.1 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)1 except(jt=lb) 49,- ,..000 ... 3=118. _;- L 4 OREGONA\t* �4� /O x9r 14, 2,°„.‘>_i_ ° p�' MRRILA- �' EXPIRES: 12-31-2019 August 23,2019 MIMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ` 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 PvliTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578752 2067531 W03 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:03 2019 Page 1 ID:EtsflSmPl_FthATS8jtGR1 zuVX4-N?tVE7VdBd?pS9koGcsDziQ_tiNgyXWSi4PMv7ykyUY -1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:17.3 2x4 II 5 4 7.00 12 g 2x4 3 • 2 11111111 1 ■ U. c 8 7 6 3x4 = 2x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 1 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 1 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 • Code IBC2015/TPI2014 Matrix-P Weight 22 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 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 4-0-0. (Ib)- Max Horz 2=111(LC 9) Max Uplift All uplift 100 lb or less at joint(s)5,7,2,6,8 Max Gray All reactions 250 lb or less at joint(s)5,7,2,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-0-10-0 to 2-0-0,Exterior(2)2-0-0 to 4-0-0 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)Unbalanced snow loads have been considered for this design. G 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs f``�E1] PR OFc c scr non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. C\ '"1:1�N(j,I N E�'T /Ora 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .89200PE 10)A plate rating reduction of 20%has been applied for the green lumber members. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,7,2,6,8. ;4 /- 400 pL 47.OREGON tvQ A/y 14, 2a Q�- A.A/fr 1 L\- e' EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 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/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 Jot` Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails 1(6578753 2067531 W04 MONOPITCH 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:03 2019 Page 1 I D:Etsf8SmPl_FthATS8jtGR1 zuVX4-N?tVE7VdBd?pS9koGcsDziQ_VIJXyX3Si4PMv7ykyUY -1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:17.3 2x4 I 4 3 7.00 12 7 • r2r 2 ■ [ 1 ■ 6 IVA 3x4 = 5 2x4 I I 4-0-0 4-0-0 Plate Offsets(X,Y)-- [6:0-2-0,0-1-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.03 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:21 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 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=163/Mechanical,2=219/0-5-8 Max Horz 2=114(LC 9) Max Uplift 6=-65(LC 12),2=-56(LC 12) Max Gray 6=178(LC 22),2=221(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide � P R F will fit between the bottom chord and any other members. Q OeS 7)A plate rating reduction of 20%has been applied for the green lumber members. N E i 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)6,2. 444 89200PE tra1- r `76-71)- ,�OREGON �2 7O x)- 14, 2.° p�- �ERRt��- /1)' EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-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' ®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails t K6578754 2067531 W05 MONOPITCH GIRDER 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:04 2019 Page 1 , I D:EtsflSmPl_FthATS8jtGR1 zuVX4-rBRtRTVFyx7g41J?gJNSVvy9H9dJh_Jbwk8vRZykyUX -1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:17.3 2x4 I I 4 3 7.00 12 7 11111 2 p 1 I I t ►• 6 '' 0 8 Y C 1110,-.1111.141 LUS26 3x4 = 5 2x4 I I 4-0-0 I 4-0-0 Plate Offsets(X,Y)-- [6:0-2-0.0-1-5] LOADING (psf)55.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 IC 0.08 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.03 2-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:24 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 2x6 DF No.2 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=366/Mechanical,2=402/0-5-8 Max Horz 2=112(LC 7) Max Uplift 6=-115(LC 10),2=-105(LC 10) Max Gray 6=380(LC 17),2=404(LC 17) 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;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C-n t� will fit between the bottom chord and any other members. �C�``(OD P •R Opp ss 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. CO G I N F / 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) N �'7" �-1j 6=115,2=105. ��/ -7 10)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 $ 200P E truss(es)to back face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). _ - ;dip LOAD CASE(S) Standard © OREGON 4, 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 14 /1..,n \� Uniform Vert:Loads 1(3=�64,3-4=-64,2-5=-20 /O AY 1 4' 4-�P� Concentrated Loads(Ib) FR R I 0- Vert:8=-384(B) EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -- mit 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 budding design. Braang 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/nformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job" Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578755 2067531 X01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:05 2019 Page 1 I D:EtsflSmPl_FthATS8jtGR1 zuVX4-JO?FepWtjEFXhSuBN 1 uh27VKhZ2aQRg19OuS_?ykyU W -1-0-0 5-0-0 10-0-0 11-0-0 1-0-0 5-0-0 5-0-0 1-0-0 Scale=1:24.6 4x4 = 4 7.00 171Y 2x4 11 5 2x4 I I 3 6 2 7 r•'i'''i'''''i'''''i'''''I '''i''''''''''''''''''''''''''''''''i'''i''i''''''i''''''''''''''''''A v d Io 10 9 8 3x4 = 2x4 II 2x4 II 2x4 11 3x4 - 10-0-0 10-0-0 I Plate Offsets(X,Y)-- [4:0-2-0,0-2-4],[5:0-0-0,0-0-0],[6:0-0-0,0-0-0] 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 6 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 6 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:52 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 10-0-0. (Ib)- Max Horz 2=98(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,6 except 10=-124(LC 12),8=-122(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,6,9 except 10=270(LC 19),8=270(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C 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/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �E P R FF 6)Gable requires continuous bottom chord bearing. Q Q C 7)Gable studs spaced at 2-0-0 oc. ((, cn 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gj� NF��9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide2will fit between the bottom chord and any other members.10)A plate rating reduction of 20%has been applied for the green lumber members. ;‘39200P E s/° 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6 except (jt=lb)10=124,8=122. yL 77_OREGON "N.4, �O Al 14, 2° EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 s building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails % K6578756 2067531 X02 COMMON 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:06 2019 Page 1 a I D:EtsflSmPl_FfhATS8jtGR1 zuVX4-naZds9XVUYNOJcTNxkQwaK2TZyMG9tUuO2d0W RykyUV -1-0-0I 5-0-0 10-0-0 I 11-0-0 1-0-0 5-0-0 5-0-0 1-0-0 Scale=1:23.1 454 = 7.00 112 8 7 4 2 5 a c ` 1 .411016. -NNW Alba. Ig 2x4 I I 3x4 = 5-0-0 10-0-0 i 5-0-0 5-0-0 Plate Offsets(X,Y)-- [3:0-2-0,0-2-4],[4:0-0-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.03 2-6 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.08 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:48 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=469/0-5-8,4=469/0-5-8 Max Horz 2=98(LC 11) Max Uplift 2=-117(LC 12),4=-117(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-469/113,3-4=-469/113 BOT CHORD 2-6=-17/321,4-6=-17/321 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 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ���Et P R°ir. will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. �Gj NG I N�F /O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /I 7 1- 2=117,4=117. .:, 4 89200PE v1- air Alor,o, © m -yt.--/O-.7.1 ., , OREGON to �4 .1 ' 14, 6. 2. P+ MFR R I L\- e' EXPIRES: 12-31-2019 August 23,2019 1 OMNI 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 MTekn is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job' Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578757 2067531 YO1 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:07 2019 Page 1 I D:EtsflSmPlFfhATS8jtGR1 zuVX4-Fm7?3VY8FsVFxm2aVSx97YaU I MZHuGL2di NZ2uykyU U -1-9-0I 6-3-3 10-� 10-0-0 I 13-1-8 1 -8-1 f 20-0-0 21-9-0 1-9-0 6-3-3 0-7-5 3-1-8 3-1-8 0-7-5 6-3-3 1-9-0 Scale=1:40.2 6x8 7 6x8 4.00 12 4 2x4 I 6 ' 13 1��15 .� 16 I al �' w Ii v 2 8 N o nn nfl nn nn 4�n nn M 9 14 [In 19 2012 21 11 22 10 23 24 a Io 4x8 = LUS24 LUS24 2x4 LUS24 4x8 = LUS24 2x4 II LUS24 LUS24 4x8 = LUS24 LUS24 LUS24 6-3-3 10-0-0 13-8-13 20-0-0 6-3-3 3-8-13 I 3-8-13 6-3-3 Plate Offsets(X,Y)-- [3:0-2-12,0-2-8],[6:0-2-12,0-2-8] 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 0.80 Vert(LL) -0.22 11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.42 11 >560 180 TCDL 7.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.12 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:95 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins,except 3-6:2x4 DF No.1&Btr G 2-0-0 oc purlins(2-6-12 max.):3-6. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1592/0-5-8,8=1593/0-5-8 Max Horz 2=-54(LC 15) Max Uplift 2=-561(LC 6),8=-561(LC 7) Max Gray 2=1874(LC 29),8=1875(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4140/1238,3-5=-4374/1540,5-6=-4374/1540,6-8=-4141/1238 BOT CHORD 2-12=-1153/3825,11-12=-1159/3813,10-11=-1122/3813,8-10=-1115/3825 WEBS 3-12=0/307,3-11=-384/827,5-11=-744/422,6-11=-384/827,6-10=0/307 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 8;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ````D PR QFRs non-concurrent with other live loads. C� 5)Provide adequate drainage to prevent water ponding. \Gj� �NG N��� s�O 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C.? 2 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 �,:"......_,z7,5,0 Cf $g200P r- '9� will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ` 2=561,8=561. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0 Cr 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at -p OREGON to 2-0-12 from the left end to 17-11-4 to connect truss(es)to front face of bottom chord. L 12) Fill all nail holes where hanger is in contact with lumber. /Q '41)' 1y 1 4+ 2Qp+ 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)522 lb down and 288 lb up at 6-11-3,135 lb down and 112 lb up at 8-0-12,162 lb down and 125 lb up at 10-0-0,and 135 lb down and 112 lb up at 11-11-4,and MER R 11-`- 522 lb down and 288 lb up at 13-0-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. EXPIRES: 12-31-2019 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). August 23,2019 SGfilAiitl6d1&EftahwEllandard A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-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 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578757 2067531 Y01 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:08 2019 Page 2 ID:EtsflSmPl_FfhATS8jtGR1zuVX4-jzhNHrYm09d6Ywdm39SOg17f1 mvWdjbBrM67aKykyUT 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=-64,3-6=-64,6-7=-64,6-9=-64,2-8=-20 Concentrated Loads(Ib) Vert:12=-17(F)11=-17(F)5=-70 10=-17(F)13=-388 14=-129 17=-129 18=-388 19=-19(F)20=-17(F)21=-17(F)22=-17(F)23=-17(F)24=-19(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ITruss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails K6578758 20®7531 Y02 COMMON 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:08 2019 Page 1 I D:EtsflSmPl_FfhATSBjtGR1 zuVX4-jzhNHrYmO9d6Ywdm39SOg17mOmOJdldBrM67aKykyUT -1-9-0 5-0-0 10-0-0 15-0-0 20-0-0 21-9-0 1-9-0 5-0-0 5-0-0 5-0-0 5-0-0 1-9-0 Scale=1:38.9 4x4 = 4.00 12 4 5x6 12 13 5x6 11 14 5 3_ ii 10 15 \ ir 2 6 gg 1 r C. :. 7 0 11. 3x6 = 3x4 = 3x4 = 3x6 = 6-8-0 13-4-0 20-0-0 6-8-0 6-8-0 I 6-8-0 Plate Offsets(X,Y)-- [3:0-3-0,0-3-0],[5:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.07 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.19 8-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.05 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:93 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=933/0-5-8,6=933/0-5-8 Max Horz 2=76(LC 16) Max Uplift 2=-292(LC 8),6=-292(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1781/435,3-4=-1537/369,4-5=-1537/369,5-6=-1781/435 BOT CHORD 2-9=-398/1616,8-9=-173/1078,6-8=-334/1616 WEBS 4-8=-105/534,5-8=-384/232,4-9=-104/534,3-9=-384/231 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-5 to 1-5-11,Interior(1)1-5-11 to 7-0-0,Exterior(2)7-0-0 to 13-0-0, Interior(1)13-0-0 to 18-6-5,Exterior(2)18-6-5 to 21-6-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs f ap P R Opp non-concurrent with other live loads. `T` 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \G_, �N�?INC&'T s/O 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ?.- will fit between the bottom chord and any other members. �� 8920OP r- '9C^ 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=292,6=292. /`vim -7 4 OREGON�tk 4.41 <O gY14, 26 P4 ERR10- EXPIRES: 12-31-2019 August 23,2019 IIIMM 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails t K6578759 2067531 Y03 COMMON GIRDER 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:09 2019 Page 1 ID:EtsflSmPl_FfhATS8jtGR1zuVX4-C9FmUBZOnTIzA4CycszdCzgwzAH6M71 K4Osg7mykyUS 5-0-0 10-0-0 15-0-0 20-0-0 5-0-0 I 5-0-0 5-0-0 5-0-0 Scale=1:32.7 4x4 = 3 4.0012 Lie 3x6 9 4 10 3x6 2 Il 5 1 o iv I 8 7 11 LUS26 6 LUS26 LUS26 3x8 = 2x4 II 4x8 =LUS26 2x4 II 3x8 = LUS26 5-0-0 10-0-0 15-0-0 20-0-0 5-0-0 5-0-0 5-0-0 5-0-0 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 0.40 Vert(LL) -0.09 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.22 6-7 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.55 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code IBC2015rTPI2014 Matrix-RH Weight 94 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-9-2 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 1=984/0-5-8,5=1347/0-5-8 Max Horz 1=68(LC 10) Max Uplift 1=-247(LC 6),5=-352(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2266/557,2-3=-1796/442,3-4=-1795/442,4-5=-2872/734 BOT CHORD 1-8=-525/2070,7-8=-525/2070,6-7=-641/2636,5-6=-641/2636 WEBS 3-7=-156/833,4-7=-1131/390,4-6=-54/527,2-7=-527/212 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 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. _co P R 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ' (*\\ 0�``us) 1=247,5=352. \CO G I N FF /o 8)Girder carries tie-in span(s):6-0-0 from 10-6-0 to 20-0-0 c.:"• V** •T 9)Use Simpson Strong-Tie LUS26(4-10d Girder,3-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2"9 10-10-8 from the left end to 18-10-8 to connect truss(es)to front face of bottom chord. 89200P E r- 10)Fill all nail holes where hanger is in contact with lumber. 11)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 10 Cr 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15OREGON to L Uniform Loads(plf) p- Vert:1-3=-64,3-5=-64,1-11=-20,5-11=-94(F=-74) �O �)' 14 24Y i.4 SFR R I I.-\ eo EXPIRES: 12-31-2019 August 23,2019 a.... 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?PN 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 PLH-2305 Yukon D-2x6 Tails K6578760 2067531 ZO1 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:10 2019 Page 1 I D:EtsflSmPl_FfhATS8jtGR1 zuVX4-gLo8iXaOYntgoDn9AaUslACBQa115i3UJgbDfDykyUR -1-0-0 5-0-0 10-0-0 11-0-0 1-0-0 5-0-0 5-0-0 I 1-0-0 Scale=1:24.6 4x4 = 4 Sheet Front ;, S Full Sheathing 1 Ply 7/16"4x9 OSB 7.00 112 2x4 it9 y��0// 5 2x4 II D � moi / � 2 , / / �r, AA A d a i 6 7 i"7: 1 4iAr Mr 10 9 8 3x4 = 2x4 II 2x4 II 2x4 II 3x4 = 1000 _-4 10-0-0 Plate Offsets(X,Y)-- [4:0-2-0,0-2-4],[5:0-0-0,0-0-0],[6:0-0-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) I/deft Ud 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 0.03 I Vert(CT) 0.00 6 n/r 120 TCDL 7.0 Rep Stress!nor YES WB 0.05 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:72 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 REACTIONS. All bearings 10-0-0. (Ib)- Max Horz 2=98(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,6 except 10=-124(LC 12),8=-122(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,6,9 except 10=270(LC 19),8=270(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(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/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. �EQ P R OFF 7)Gable studs spaced at 2-0-0 oc. f(, tS 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \�� �Nlj NF�R s�O 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ?i 0 ‘re will fit between the bottom chord and any other members. 89200PE 9C� 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6 except r (jt=lb)10=124,8=122. f Cr OREGON to y ,i ./.0 }' 14, 2Q6Pi- RRILA- EXPIRES: 12-31-2019 August 23,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' �i. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 F Job Truss Truss Type Qty Ply PLH-2305 Yukon D-2x6 Tails k K6578761 2067531 Z02 COMMON 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Fri Aug 23 13:18:11 2019 Page 1 , I D:EtsflSmPl_FfhATS8jtGR1 zuVX4-8YM WvsbeJ4?gPNMLkH?5HOIKAz3Mg8idXKLnBfykyUQ -1-0-0 5-0-0 10-0-0 11-0-0 1-0-0 5-0-0 5-0-0 1-0-0 Scale=1:23.1 4x4 = 3 7.00 12 8 7 4 2 5 0 1 004 0 0 6 o Io 3x42x4 II = 3x4 = 5-0-0 10-0-0 5-0-0 5-0-0 Plate Offsets(X,Y)-- [3:0-2-0,0-2-4],[4:0-0-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.03 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:48 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=470/0-3-8,4=470/0-3-8 Max Horz 2=98(LC 11) Max Uplift 2=-116(LC 12),4=-116(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-483/118,3-4=-483/118 BOT CHORD 2-6=-19/335,4-6=-19/335 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ����p P R QFFss will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. Gj GIN /p 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �N �� 2 2=116,4=116. �� �, 0 ►a2oaP 9� L , OREGON c, ic�L /O gk14, 26 p-k' MFR R I I-\- C' EXPIRES: 12-31-2019 August 23,2019 a.a. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. N�' 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols NumberingSystem y stem A General Safety Notes PLATE LOCATION AND ORIENTATION -1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) Damage or Personal Injury offsets are indicated. � ,� I I ( 9g t ry Dimensions are in ft-in-sixteenths. ilk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS r� 2. Truss bracing must be designed by an engineer.For 0- 16" 41L\illiziora wide truss spacing,individual lateral braces themselves i may require bracing,or alternative Tor I p bracing should be considered. = design loading O 3. Never exceed the shown and never liMjilip U stack materials on inadequately braced trusses. a Provide copies of this truss design to the building For 4 x 2 orientation,locate O c�-8 C6-7 cs-s O4.H 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 y locations are regulated byANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 9 connectorP lates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that i Trusses are designed for wind loads in the plane of the specified. �i� Indicated by symbol shown and/or g 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. Indicates pplocation where bearings 16.Do not cut or alter truss member or plate without prior (suorts)occur. Icons vary but II ©2012 MiTek®All Rights Reserved approval of an engineer. MI# reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. il,R project engineer before use.18.Use of green or treated lumber may pose unacceptable r=te environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ini BCSI: Building Component Safety Information, MiTek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate R Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 O 30715 -I0000 –I —I • . < o x 0 C) n C) C) N Cn rn - 0 Qv prpI- X s v ci a� N r,..7 r- - c� CD13 • . CO II II II II v 3 r _. ,100 II p c -N. iv _. N en N = �j l ZcnCD C I = Z CD 01 00 l) M 0 a 3 za IDO r o k_ 12-00-00 o x m O - - d09N y Z �o 2 a 0 Ill C a Z02(5)I . o IS. " H -, 0 o! o D O ID 3 3 y Em fill CO I- 111 Z -•1 - 0 a O -I —I m n N _ my 43-00-00 y 111 43-00-00 iii 3 0oy 6 y 11-00-00 y 28-06-00 o m 0Z - -\ , 4 Aon \- T1 # POI(64 I 0 co ct -< i Z 00 eel A02 i O0 ._ee ,.. � p C Ne2 �'4 A02 A a K to 2 CD q s C e m 0 0 0 C� . e t 3 CO -'0Q D T1 071 r o s B0� 0 Cn o o► ; ore 2 C .r C N l Q uCA „JGO4 CI 0 m. m +m m E 0 0 00 Z D 0 co 8-06-00 y 0 -D a) -. o Z O N NMI ro -n \ b e r _ A04 a...a 11 -SI O O O 1 CO2CP o 0 II.; FO ._�___-e. _,,,_ CO2o e m CA II i o t C cap r- ESE, v v 4 p Z m m 30 m cn XI w 6 -00-00 35-00-00 Z 30 T 6 T T T 0 C n DEI Cn o ce _ Cn rn T 11-00-00 25-00-00 1 p C m 30 O o Jo C mz � X p-1 CCI m �D \o_ H O o co M XCI Cn CA ■ 5350 SW 107th Avee THIS ISA TRUSS PLACEMENT DIAGRAM ONLY. KII Bui • w Beaverton OR 97005 These trusses are designed as individual building Beaverton, BATE: SCALE: _ -- --- components to be incorporated into the building design 4 First rce Phone: 971-371-5971 8/23/2019 NTS at the specification of the building designer. See the individual design sheets for each truss design identified BUILDER SALESMAN: PROJECT#: --- - -- on the placement drawing. The building designer is O PLH - 2305 Base Plan Glen Etchison responsible for temporary and permanent bracing of the roof and floors stem and for the overall structure. The V`e PROJECT: DESIGNER: 2067531 design of the truss support structure including headers, ct beams,walls,and columns is the responsibility of the 2305 Elev D - 2x6 Tails Glen Etchison building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available ADDRESS:--- -- ---------- -_ from the Truss Plate Institute, 583 D'Onifrio Drive; Madison,WI 53179 7 7