Loading...
Plans (279) 11173 G it-t Ivtsr2oi9-oo3og I=OM Mil I R MiTek' eka. MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 2018901 2018901 PLH - 1814 Aria C-2x6 The truss drawing(s)referenced below have been prepared by MiTek USA, Inc.under my direct supervision based on the parameters provided by Builders FirstSource(Beaverton,OR). Pages or sheets covered by this seal: K6421558 thru K6421627 My license renewal date for the state of Oregon is December 31,2019. ,vD PROFF co• NAGIN��9 si0 e44.1 89200PE 9' 71- `>OREGONIx tV� i0 4), 14, 2° � RRI0, OP Pr% July 22,2019 Baxter, David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. 111111 NM MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 2018901 2018901 PLH- 1814 Aria C -2x6 The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource(Beaverton,OR). Pages or sheets covered by this seal: K6421558 thru K6421627 My license renewal date for the state of Washington is May 16, 2021. .0ERRJLL 41O OF WASE / fir j O1, /J 51398 9 July 22,2019 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421558 2018901 A01 CAL HIP 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:31 2019 Page 1 5-5-1 p IDI :BsCgOEd1S5 nRWxunc3?PJUkz?3ff-eeWEJMzg6giT7yyPZNtkveDZ?uFq?zr5BPgQgFyQw7Mw 4 55-1 0-5-14 4-03 4-0-15 410- 5 24-110-115 490-15 0--6 4-6-115 I 5-5-10 421-04 Scale=1:74.0 5x6 = 10 29 4x12 = 37 7.00 12 5x8 i 2x4 II 3x6 = 2x4 II 5x12 -.--- 7.00 i \ 39 5x8 � 3 4 5 7 8 1 �z rsa _ imi Asa 60/ Asa 60/ ;.8, •Ion 2122 23 ,���-• 26 27 a ��� 30 2 12 v 01 30 nn nn 9 nn nn nn nn d nn nn :7. ° 6 ib. 1L o 4^� I 0 4x6 = 31 32 2033 34 19 35 36 18 37 38 17 16 15 14 4x6 = vo LUS24 LUS24 2x4 I I LUS24 3x8 = 2x4 I I LUS24 5x8 = 2x4 I I 3x8 = 2x4 II LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 55-1 1 10-2-2 1 15-1-1 1 20-0-0 20(6r0 24-10-15 29-9-14 1 34-6-15 1 40-0-0 5-5-1 4-9-1 4-10-15 4-10-15 0-6-0 4-4-15 4-10-15 4-9-1 5-5-1 Plate Offsets(X,V)-- [2:0-0-0,0-0-4],[8:0-9-5,0-0-14],[12:0-0-0,0-0-4],[17:0-3-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.04 19 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.09 18-19 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.03 12 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:448 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 1-3,10-13:2x6 DF No.2 2-0-0 oc purlins(6-0-0 max.):3-11,8-10. Except: BOT CHORD 2x4 DF No.1&Btr G 1 Row at midpt 8-11 ^ n„�� WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 0 •r / �A 6-0-0 oc bracing:16-17,15-16. "` t7s REACTIONS. (lb/size) 2=1364/0-5-8,17=3044/0-5-8,12=665/0-5-8 ,Nr ANG N �cR /C� Max Horz 2=182(LC 9) 9 Max Uplift 2=-544(LC 10),17=-1183(LC 10),12=-311(LC 56) 'c' 89200PE r' Max Gray 2=1633(LC 32),17=3076(LC 31),12=856(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2375/927,3-4=-2105/981,4-5=-2105/981,5-7=-485/1335,7-8=-485/1335, 8-9=-422/336,9-11=-431/342,10-11=-478/201,11-12=-1201/455,8-10=-488/210 Q �' BOT CHORD 2-20=-891/1914,19-20=-902/1893,18-19=-707/1150,17-18=-707/1150,16-17=-576/706, 'p OREGON C(/ 15-16=-584/692,14-15=-308/966,12-14=-303/976 -IL 4-1�i9 0\ WEBS 3-20=0/401,3-19=-333/523,4-19=-720/472,5-19=-530/1298,5-18=0/372, Q r 4, 2 0,P" 5-17=-2749/1196,7-17=-715/436,8-17=-1540/353,8-15=-188/686,11-15=-618/225 MERR11-k- NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3•)nails as follows: EXPI RES: 1 2-31-2019 Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; 140E1 L $ MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate �� XT 1 f. grip DOL=1.60 �Q �Y� �� 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 y4 // , ,?p 5)Unbalanced snow loads have been considered for this design. '-'d ,/ Y• yr 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 !!i//�� non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. le 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. odi � *k9)*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 �,t�'C 51398 ) will fit between the bottom chord and any other members. OrsT�,g 10)A plate rating reduction of 20%has been applied for the green lumber members. SS40NAL'OC' 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 544 lb uplift at joint 2,1183 lb uplift at joint 17 and 311 lb uplift at joint 12. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 22,2019 Continued on Daae 2 _ 1 _ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 1(6424 558 2018901 A01 CAL HIP 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:32 2019 Page 2 ID:BSCgOEd1 SnRWxunc3?PJUkz?3ff-7r4cXi_It7gKl6Xc74OzRrmkklb3kQ4FP3azNhyw7Mv NOTES- 13)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 19-11-12 to connect truss(es)to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)432 lb down and 412 lb up at 5-8-13,226 lb down and 189 lb up at 8-0-12,226 lb down and 195 lb up at 10-0-12,236 lb down and 179 lb up at 12-0-12,227 lb down and 198 lb up at 14-0-12,228 lb down and 200 lb up at 16-0-12,and 229 lb down and 202 lb up at 18-0-12,and 232 lb down and 206 lb up at 19-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-8=-64,10-11=-64,11-13=-64,2-12=-20,8-10=-64 Concentrated Loads(lb) Vert:3=-333 19=-37(F)4=-137 17=-37(F)7=-125 21=-161 23=-132 24=-119 25=-119 26=-119 31=-39(F)32=-37(F)33=-37(F)34=-37(F)35=-36(F)36=-37(F) 37=-37(F)38=-37(F) MON 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/7P/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 2018901 PLH-1814 Aria C-2x6 K6421559 2018901 A02 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:35 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-XQm19k0AA2CvcZGBoCxg3UO83VSNxg7h51 od_Oyw7Ms -0-0 3-6-8 7-3-6 7-10-j5 15-9-1 24-2-15 30-0-4 32-8-10 � 36-5-8 I 40-0-0 4I1-0-0 -0-0 3 -6-8 7-10-2 8-5-14 5-9-5 2-8-6 3-8-14 3-6-8 1-0 Scale=1:74.0 5x6 = 10 5x10 i 5x6 i 31 5x12 =4x8 = 2x4 H , 7.00 12 4 5 7 //L9 11 5x8 = 6a 6d CRI CRI w 6a as 6a 62 2x4 >203 24 2 27 28 29 30->000000-- 32 2x4312 ,h 00. 33 09 v 012 13 0 02 _e, 0 I- = 14/X9 0 4x6 = 19 18 17 16 15 4x6 = 5x12 = 2x4 I 5x12 MT18HS = 4x12 = 3x4 = 7-3-6 15-9-1 24-2-15 32-8-10 40-0-0 7-3-6 8-5-11 8-5-14 8-5-11 7-3-6 Plate Offsets(X,Y)-- [2:0-0-8,Edge],[4:0-3-12,0-2-8],[11:0-4-12,0-1-4],[13:0-0-0,0-0-4],[16:0-2-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.41 16-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.87 16-18 >545 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.26 13 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:236 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except' TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins, 8-10:2x4 DF No.1&Btr G except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(2-9-6 max.):4-11,8-10. E --1. WEBS 2x4 DF Std G`Except* 1 Row at midpt 8-11 D R R OFe.c, 11-16:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-1 ;s' ei.: GINE 45> WEBS 1 Row at 2 Rows at midpt 5-19 �� tC)2p REACTIONS. (Ib/size) 2=2114/0-5-8,13=1920/0-5-8 CZ' 89200PE Max Horz 2=182(LC 58) c� Max Uplift 2=-634(LC 12),13=-454(LC 13) Max Gray 2=2400(LC 34),13=2042(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q TOP CHORD 2-3=-3764/1046,3-4=-3612/1033,4-5=-3106/940,5-7=-4992/1309,7-8=-4992/1309, 47, ,�OREGON�� fit(( 8-9=-4781/1233,9-11=-4797/1240,10-11=-442/152,11-12=-3194/852,12-13=-3311/852, 1.7.0-67,1), /� 8-10=-477/135 /V y 14, 20 BOT CHORD 21395 921/3046,18-19=-1363/5362,16-18=-1363/5362,15-16=-606/2745, V 18 /� �RIO- WEBS * 3-19=-322/434,4-19=-195/1141,5-19=-2530/597,5-18=0/339,5-16=-763/732, 7-16=-844/317,11-16=-666/2581,11-15=0/252,12-15=-93/337,9-10=-83/269 EXPIRES: 12-31-2019 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 13-3-1,Interior(1)13-3-1 to 27-1-7,Exterior(2)27-1-7 to 35-8-2, Interior(1)35-8-2 to 36-8-7,Exterior(2)36-8-7 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,KRILL 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ,S'1) vC WAS `7 3)Unbalanced snow loads have been considered for this design. d �tt\ 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 ♦w?. non-concurrent with other live loads. ../t�w-A:. O 5)Provide adequate drainage to prevent water ponding. % • * ' 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7,. r 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide " 4.4''' will fit between the bottom chord and any other members. � 'p 4, 51398 9)A plate rating reduction of 20%has been applied for the green lumber members. �, �'TST �, S. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 634 lb uplift at joint 2 and 454 lb uplift SSjONAL ` at joint 13. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 22,2019 Continued on Daae 2 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. u 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 MITA' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 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 2018901 PLH-1814 Aria C-2x6 K642.1559 2018901 A02 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:35 2019 Page 2 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-XQmI9k0AA2CvcZGBoCxg3UO83VSNxg7h51od_Oyw7Ms NOTES- 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 lb down and 284 lb up at 7-11-9,136 lb down and 103 lb up at 10-0-12,186 lb down and 146 lb up at 12-0-12,177 lb down and 151 lb up at 14-0-12,177 lb down and 151 lb up at 16-0-12,and 177 lb down and 151 lb up at 18-0-12, and 177 lb down and 151 lb up at 19-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-8=-64,10-11=-64,11-14=-64,2-13=-20,8-10=-64 Concentrated Loads(Ib) Vert:20=-120 21=-51 23=-117 25=-93 26=-69 27=-64 28=-64 err. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7073 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 MMTak* is always required for stability and to prevent collapse with 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 2018901 PLH-1814 Aria C-2x6 K6421560 2018901 A03 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:37 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-TouVaQ2RhgSdstPZwd_88vTVKJ8PPZu_ZLHk2vyw7Mq ` -00 3-6-8 7-3-6 9-10-15 15-9-1 24-2-15 30-1-1 328-10I 36-5-8 40-0-0 41-0-0 0 -0-' 3-6-8 3-8-14 2-7-9 5-10-2 8-5-14 5-10-2 2-7-9 3-8-14 3-6-8 1-0 Scale=1:74.0 5x10 i5 10 7.00 125x12 =4x8 = 2x4 II 8x8 �� 4 2x4 6 8 26 27 28 J "0L� ® ® 30 31 32 33 25 342x4 o 3 11 cov 012 1312 0 y b b * m Io 18 17 16 15 14 4x6 = 5x12 = 2x4 II5x12 MT18HS = 4x12 = 3x4 = 4x6 = 7-3-6 15-9-1 24-2-15 32-8-10 40-0-0 7-3-6 I 8-5-11 8-5-14 8-5-11 7-3-6 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[9:0-3-4,0-3-8],[12:0-0-0,0-0-4],[15:0-2-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEF L. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.50 15-17 >968 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.86 Vert(CT) -0.96 15-17 >500 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.28 12 n/a n/a BCLL 0.0 Code IBC2015ITPI2014 Matrix-AS Weight:234 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(2-3-13 max.):4-9. WEBS 2x4 DF Std G"Except" BOT CHORD Rigid ceiling directly applied. 9-15:2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-15 V& D PROFess 2 Rows at 1/3 pts 6-18 %s`GINEV REACTIONS. (Ib/size) 2=1898/0-5-8,12=1885/0-5-8 �� �`� FjQ Max Horz 2=-207(LC 8) kir 2-p Max Uplift 2=-375(LC 9),12=-363(LC 8) ct 89200PE r Max Gray 2=2289(LC 31),12=2263(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3844/1272,3-4=-3990/1363,4-6=-3526/1497,6-8=-5903/1877,8-9=-5903/1877, 9-11=-4051/1343,11-12=-3818/1236 10 CC BOT CHORD 2-18=-959/3210,17-18=-1478/5909,15-17=-1478/5909,14-15=-1099/3642, p`' A�OREGON D, t(/ 12-1 8 WEBS 3-18=-203/349,/ 4-18=-123/1216,6-18=-2679/615,6-17=0/341,6-15=-313/302, fi<Q'O774r 1 Q 2.01 �� 8-15=-1015/320,9-15=-590/2555,9-14=-72/256,11-14=-161/495 � RRl1.�- V NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; EXPIRES: 12-31-2019 MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-3-9,Interior(1)3-3-9 to 4-3-1,Exterior(2)4-3-1 to 12-11-4, Interior(1)12-11-4 to 26-8-15,Exterior(2)26-8-15 to 35-8-15,Interior(1)35-8-15 to 36-8-7,Exterior(2)36-8-7 to 40-10-0 zone; 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);CategoryII;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. gtuRu.t„ , 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 9 non-concurrent with other live loads. y1�y�1yO wA�N,,��� 5)Provide adequate drainage to prevent water ponding. /e ►" ?•W 1. .)r5 6)All plates are MT20 plates unless otherwise indicated. /t. • O 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1u„ 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. "s 51398 ty4 +t 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 375 lb uplift at joint 2 and 363 lb uplift ip 0 '4, at joint 12. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum `Ss,..NAL C.8 sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 22,2019 MEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into 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 2018901 PLH-1814 Aria C-2x6 K6424561 2018901 A04 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:40 2019 Page 1 I D:BsCgOEd1 SnRWxunc3?PJUkz?73fff--uNZeCR4J_bgBjK88bmXrmX5_n W IzczWQFJ WOffEyw7Mn,� -0 5-6-8 5-6-8 11-3-1 7-1-1 5-8-9 10-70145 15 2-2 I 22-10-155-9--14 5-2-2 087-1I4 5-8-9 5-6-8 41-0-01 .-0-0 Scale=1:75.1 5x8 9 5x6 4 5 4x6 = 3x6 = 36g /439 40c 8 41 5x8 i 7.00 12 31 42 5x8 310 n �� \11.1% \ •e). o 30 43 44 29 2 �I 110 co o;1 q A - ki CJ . I A ® .e t N 0 1 4 I4; `4I o •• 22 21 45 20 19 18 17 46 16 15 14 13 o 2x4 II 4x12 4x8 = 4x12 II 4x8 II 4x8 II 2x4 II 4x6 = 4x6 = 4x8 II 4x8 II 4x4 = 8x12 I I 5-6-8 11-3-1 20-0-0 20 0 28-8-15 345-8 40-0-0 5-6-8 5-8-9 8-8-15 o--b 8-2-15 5-8-9 5-6-8 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[10:0-2-12,0-3-0],[14:0-3-3,0-0-13],[15:0-7-12,0-4-0],[16:0-3-3,0-0-4],[17:0-3-5,0-0-6],[18:0-7-12,0-2-0],[19:0-3-7 ,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.06 18-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.15 18-21 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.60 Horz(CT) 0.03 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight 243 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G"Except" TOP CHORD Structural wood sheathing directly applied,except 1-3,10-12:2x6 DF No.2 2-0-0 oc purlins(5-8-14 max.):4-8. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. ���ED PROFF�,s 14-19,2-20:2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-18,7-1: `t__``GINE WEBS 2x4 DF Std G r�CJ G`` F9 REACTIONS. (lb/size) 11=726/0-5-8,18=2897/0-5-8,2=966/0-5-8 ' P Q 89200PE Max Horz 2=-216(LC 50) Max Uplift 11=-281(LC 53),18=-767(LC 13),2=-302(LC 12) Max Gray 11=1124(LC 31),18=3196(LC 31),2=1395(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1953/441,3-4=-1270/382,4-6=-980/437,6-7=-103/735,7-8=-537/388, "p OREGON O„ <(/� 8-10=-745/331,10-11=-1446/415 �i '�q 0� BOT CHORD 2-22=-424/1566,21-22=-421/1571,18-21=-366/369,15-18=-274/165,13-15=-255/1188, Q r 14, 2.°N y 11-13=-257/1181 WEBS 3-21=-785/284,4-21=-425/217,6-21=-273/1227,6-18=-2098/667,7-18=-1287/435, � RR1LV 7-15=-200/1068,8-15=-260/151,10-15=-829/266 Noyes- EXPIRES: 12-31-2019 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 6-3-1,Exterior(2)6-3-1 to 17-1-1, Interior(1)17-1-1 to 22-10-15,Exterior(2)22-10-15 to 33-8-15,Interior(1)33-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone; 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 LZ,�q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �ti� WAS y^ 3)Unbalanced snow loads have been considered for this design. �O � r°� 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 / t "' non-concurrent with other live loads. A4a r a 5)Provide adequate drainage to prevent water ponding. + � 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1.,, 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 r?/ will fit between the bottom chord and any other members,with BCDL=10.0psf. 'A 4:e' 8)A plate rating reduction of 20%has been applied for the green lumber members. 0 $)51398 w 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 281 lb uplift at joint 11,767 lb uplift at �0 cIT�R I joint 18 and 302 lb uplift at joint 2. s`rjONAL G 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 22,2019 Continued on owe 2 I MINIM A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10173/2015 BEFORE USE. in' 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 2018901 PLH-1814 Aria C-2x6 K6421561 2018901 A04 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:40 2019 Page 2 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-uNZeCR4J_bgBjK88bmXrmX5_nWlzczWQFJWOfEyw7Mn NOTES- 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)414 lb down and 318 lb up at 11-11-9,224 lb down and 147 lb up at 14-0-12,298 lb down and 185 lb up at 16-0-12,and 257 lb down and 189 lb up at 18-0-12,and 231 lb down and 189 lb up at 19-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-8=-64,8-9=-64,8-12=-64,23-26=-20 Concentrated Loads(lb) Vert:32=-325 33=-157 34=-228 37=-187 38=-142 WI* A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018901 PLH-1814 Aria C-2x6 K6424562 2018901 A05 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:42 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-gmhOd76ZWC4vyelXiAaJryBNQK_N4t3jid?Vj6yw7Ml 43 5-6-8 11-3-1 13-10-15 17-1-1 22-10-15 I 26-1-1 128-8-15 34-5-8 40-0-0 41-0 0 -0 5-6-8 5-8-9 2-7-14 3-2-2 5-9-14 3-2-2 2-7-14 5-8-9 5-6-8 1-0-p Scale=1:74.7 9 5x6 c 5 5x6 4x6 = 4x6 = 4 6a rsa - as 5a - sa as 0 33 .rz' 35 n 37 8 5x8 i 32 38 7.00 12 5x8 3 1039 31 ,�� 1114%% ._ao4 302 29 01 c - � - 11 0o . .iLlIwr1 Lim, I'1 •, 22 21 41 20 19 18 17 42 16 15 14 13 2x4 II 5x8 = 4x8 = 4x12 H 4x8 II 4x8 II 2x4 4x6 = 4x6 = 4x8 II 4x8 II 4x4 = 8x12 5-6-8 11-3-1 20-0-020 10 28-8-15 34-5-8 40-0-0 5-6-8 5-8-9 8-8-15 0 8-2-15 5-8-9 5-6-8 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[10:0-3-0,0-3-0],[14:0-3-5,0-0-7],[15:0-7-12,0-4-0],[16:0-3-5,0-0-11],[17:0-3-5,0-0-3],[18:0-8-0,0-2-0],[19:0-3-7,0-0-9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.05 18-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.15 18-21 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Weight:250 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 1-3,10-12:2x6 DF No.2 2-0-0 oc purlins(6-0-0 max.):4-8. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. 14-19,2-20:2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-18,7-18 Revd P R OFFS WEBS 2x4 DF Std G \CD NGINEF �6, REACTIONS. (lb/size) 11=794/0-5-8,18=2218/0-5-8,2=794/0-5-8 �� 9 lip Max Hors 2=-272(LC 8) 89200PE r Max Uplift 11=-272(LC 13),18=-445(LC 12),2=-240(LC 12) Max Gray 11=1199(LC 31),18=2739(LC 31),2=1190(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1720/373,3-4=-1037/391,4-6=-770/631,6-7=-65/679,7-8=-780/623, Q Q 8-10=-1051/381,10-11=-1721/394 -pG ,,OREGON�� / �<( BOT CHORD 2-22=-344/1373,21-22=-341/1378,13-15=-235/1407,11-13=-236/1401 WEBS 3-21=-706/219,4-21=-529/339,6-21=-385/1340,6-18=-1384/595,7-18=-1369/581, /0 Y 1 4, 2� 7-15=-374/1341,8-15=-521/345,10-15=-712/235 MFR R I L\- �A NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; EXPIRES: 12-31-2019 MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 8-3-1,Exterior(2)8-3-1 to 17-1-1, Interior(1)17-1-1 to 22-10-15,Exterior(2)22-10-15 to 31-8-15,Interior(1)31-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone; 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. ORRTII, 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs J� wA�,_$`�f� non-concurrent with other live loads. Q 5)Provide adequate drainage to prevent water ponding. dt ?, TO 16 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /. r - 7)*This truss has been designed for a live load of 20.0psf 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. 4 8)A plate rating reduction of 20%has been applied for the green lumber members. y4'/ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 272 lb uplift at joint 11,445 lb uplift at d joint 18 and 240 lb uplift at joint 2. '�0 �,�51398 �, 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ��iS' G7STS� sheetrock be applied directly to the bottom chord. SIQNAL 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018901 PLH-1814 Aria C-2x6 K6421563 2018901 A06 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:44 2019 Page 1 ID:BsCgOEd1SnlRWxunc3?PJUkz?3ff-m8p82p7g2pLdBySvgbcnwNGh27goYjSOAxUco?yw7Mj 11-0 7-6-8 7-6-8 1 7-8-9 10-�o1j45 4 10 24--11-11 240- 5 T4 32-5-8 7-8-9 7-6-8 411-0-0-9-0 Scale=1:84.6 9x12 MT18HS -2 2x4 I I8 8x8 4 5 r1 3g, 31p 6 33 W 3415 '1 5x12 MT18HS :007.07..... 36 5x12 MT18HS - 7.00 12 340 Y rn 28 37 2 0 10 0 1 o 2 = . ii_• ii ..,i ii' 12 9I n o �• 21 2019 18 17 1639 15 14 13 12 61g. 6 2x4 II 3x6 = 4x8 II 4x8 II 4x8 II 4x4 = 2x4 II 4x6 = 4x6 = 3x6 =4x4 = 4x8 H 4x8 = 8x12 II 7-6-8 15-3-1 20-6-0 24-8-15 32-5-8 40-0-0 7-6-8 7-8-9 5-2-15 4-2-15 7-8-9 7-6-8 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-5-0,0-3-0],[9:0-5-4,0-1-12],[13:0-2-15,0-0-1],[14:0-2-15,0-0-1],[16:0-3-2,0-0-1],[17:0-7-12,0-4-0],[18:0-2-13,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.06 20-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.18 20-21 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.04 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS I Weight:260 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 1-3,9-11:2x6 DF No.2 2-0-0 oc purlins(10-0-0 max.):4-7. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. p 2-19,13-18:2x4 DF No.1&Btr G WEBS 1 Row at midpt 3-20,9-15,• -P7ROFF WEBS 2x4 DFStdG `� lNc IN4. ,-,../,, REACTIONS. (lb/size) 10=680/0-5-8,2=789/0-5-8,17=2947/0-5-8 v ,7 v Max Horz 2=283(LC 11) �� 89200PE 9r Max Uplift 10=-242(LC 53),2=-221(LC 12),17=-653(LC 13) Max Gray 10=917(LC 31),2=1027(LC 31),17=3718(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1403/269,3-4=-561/262,4-6=0/719,6-7=0/719,7-9=-342/259,9-10=-1211/318 0 a• BOT SHORD 2-21=-302/1137,3-21=0/3 9,3-20=-1106/364,4-20=109/686,1142, 7-15=81/660,9-15=-1145/351, 340, 110-12=-150/982 per/ ,�� OREGON , tE� 9-12=0/314,6-17=-833/290,4-17=-1935/464,7-17=-1470/312 Q 1p 4 2.°\:‘,..+A.: NOTES- 4/�Rf i1Lk- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 10-3-1,Exterior(2)10-3-1 to 29-8-15, EXPIRES: 12-31-2019 Interior(1)29-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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. ,$.R.1..1 B 5)Provide adequate drainage to prevent water ponding. 44), � WAS 1.>,,,,, 6)All plates are MT20 plates unless otherwise indicated. • �(J 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j 16/11 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ! O i �� , . - will fit between the bottom chord and any other members,with BCDL=10.0psf. . I . . 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 242 lb uplift at joint 10,221 lb uplift at ,`, joint 2 and 653 lb uplift at joint 17. ritli 51398 �tj 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum �} 4.,i�IS 984 } sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,s7. L)G 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)540 lb down and 327 lb up at 15-11-9,and 250 lb down and 147 lb up at 18-0-12,and 324 lb down and 184 lb up at 19-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. July 22,2019 V9016,9��PSidnUdiu i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K642.4563 2018901 A06 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:44 2019 Page 2 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-m8p82p7g2pLdBySvgbcnwNGh27goYjSOAxUco?yw7Mj LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-7=-64,7-8=-64,7-11=-64,22-25=-20 Concentrated Loads(Ib) Vert:6=-254 30=-449 32=-183 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8811-7473 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 2018901 PLH-1814 Aria C-2x6 K6421564 2018901 A07 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:46 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-iXwvTU94aQbLRFcIx0eFOoL2TxLHOeBJdEzjstyw7Mh ` 1-0 7-6-8 1 15-3-1 117-10-15 120-0-0 122-1-1 124-8-15 I 32-5-8 40-0-0 4?-0-0 1-0 7 6 8 7 8-9 2-7-14 2-1-1 2-1-1 2-7-14 7-8-9 7 6-8 1-0 Scale=1:82.5 8 6x8 = 5 2x4 II 5x10 = a 6, sa , . "V 35 m 31 32 33 34 36 5x12 MT18HS 5x12 MT18HS _ 30 37 7.00 12 3 9 44 kc';`s v 29 38 ° 28 39 2 d l.11 21 2019 18 1641 15 14 13 17 12 `� oto 2x4 II 3x6 = 4x8 II 4x8 H 4x8 II 4x4 = 2x4 II 4x6 = 4x6 = 8x12 H 3x6 =4x4 = 4x8 H 4x8 = 7-6-8 15-3-1 20-6-0 24-8-15 32-5-8 40-0-0 7-6-8 7-8-9 5-2-15 4-2-15 7-8-9 7-6-8 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-5-12,0-1-12],[4:0-3-8,0-2-2],[7:0-5-9,0-1-9],[9:0-5-12,0-1-12],[13:0-3-2,0-0-1],[14:0-2-15,0-0-4],[16:0-3-5,0-0-1],[17:0-8-0,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.06 20-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.18 20-21 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.04 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:267 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G"Except" TOP CHORD Structural wood sheathing directly applied,except 1-3,9-11:2x6 DF No.2 2-0-0 oc purlins(10-0-0 max.):4-7. BOT CHORD 2x6 DF No.2*Except' BOT CHORD Rigid ceiling directly applied. i P7p 2-19,13-18:2x4 DF No.1&Btr G WEBS 1 Row at midpt 3-20,9-15,• rR0FF WEBS 2x4 DF Std G \Cj� lNG�NEF `:A REACTIONS. (lb/size) 10=714/0-5-8,2=714/0-5-8,17=2358/0-5-8 �@J v ,7A ?/p Max Horz 2=-341(LC 8) Q. 89200PE r' Max Uplift 10=-235(LC 13),2=-193(LC 12),17=-502(LC 12) Max Gray 10=914(LC 31),2=914(LC 31),17=3527(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1234/213,3-4=-429/191,4-6=0/700,6-7=0/700,7-9=-442/195,9-10=-1238/302 Q Q BOT CHORD 2-21=-275/1079,20-21=-273/1085,17-20=-195/289,12-15=-132/1028,10-12=-135/1020 -p' OREGON D. A. WEBS 3-21=0/320,3-20=-1033/333,4-20=-87/623,7-15=-73/618,9-15=-1022/333,9-12=0/314, G� �.� 0� 6-17=-632/311,4-17=-1754/445,7-17=-1747/436 Q I.r 1 Q. 2 �y�4 NOTES- fig RIO- v 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 12-3-1,Exterior(2)12-3-1 to 27-8-15, EXPIRES: 12-31-2019 Interior(1)27-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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. vs,VARTI.4 B 5)Provide adequate drainage to prevent water ponding. ��9 6)All plates are MT20 plates unless otherwise indicated. Q ? 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ~ 0:q.,:::.)..,,°3 16 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide l�5-: -• O •— will fit between the bottom chord and any other members,with BCDL=10.0psf. -.1. 'f; ,+1/ 9)A plate rating reduction of 20%has been applied for the green lumber members. '\° 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 235 lb uplift at joint 10,193 lb uplift at -47I joint 2 and 502 lb uplift at joint 17. "d 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ��1t '4� � sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �S410NAL Cs July 22,2019 A -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K642.1565 2018901 A08 COMMON 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:47 2019 Page 1 IO:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-AjUHgg9iLkjC2PAUVk9UY?uDU LfQ191SsuiGPKyw7M9 1-°- -26-8-0 13-4-0 20-0-0 26-8-0 33-4-0 I 40-0-0 41-0- 1-0 �6-8-0 6 -8-0 6-8-0 6-8-0 6-8-0 6-8-0 1-0 Scale=1:89.9 5x6 = Special 5 7.00 12 . 21 3x4 i 19 20 22 3x4 4 6 5x6 i \ 4.45x6 3 7 18 23 2 0 1 Mi 1� 8 0 7 �_ li `qq`PP .7 NNJil L lJ 9]rpIOI,9 0 0 4x6 = 17 24 1625 15 14 13 26 12 27 11 10 4x6.= o 3x4 = 4x8 = 8x12 II 4x8 H 4x4 = 4x8 4x8 H 4x4 = 5x12 II 10-0-0 20-0-020 0 30-0-0 40-0-0 10-0-0 10-0-0 0&0 9-6-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-3-0],[7:0-3-0,0-3-0],[11:0-7-0,0-2-8],[12:0-3-9,Edge],[13:0-2-15,0-0-8],[14:0-7-8,0-4-0],[15:0-3-4,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.16 14-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.38 2-17 >625 180 TCDL 7.0 Rep Stress lncr YES WB 0.53 Horz(CT) 0.02 8 n/a n/a BCLL 0.0 ' Code IBC2015/TP12014 Matrix-RH Weight 240 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.i&Btr G*Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G*Except* WEBS 1 Row at midpt 5-14,6-14,4-14 8-12,13-16:2x6 DF No.2 (RtiD PROpen WEBS 2x4 DF Std G*Except* CO. s`GIIN� �'/ 5-14,6-14,4-14:2x4 DF No.1&Btr G ��� \`� �j9 (; REACTIONS. (lb/size) 8=653/0-5-8,14=2486/0-5-8,2=653/0-5-8 ? 89200PE P>! Max Horz 2=-352(LC 10) Max Uplift 8=-222(LC 13),14=-573(LC 12),2=-158(LC 12) Max Gray 8=739(LC 20),14=2486(LC 1),2=743(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-862/178,3-4=-602/164,4-5=-65/569,5-6=-31/531,6-7=-613/240,7-8=-905/286 'QG �1 OREGON �� fit(( BOT CHORD 2-17=-274/767,14-17=-221/305,11-14=-131/252,8-11=-134/691 WEBS 5-14=-1134/258,6-14=-857/409,6-11=-94/600,7-11=-397/301,4-14=-855/425, /Q y 14 20 Q.k-' 4-17=-119/608,3-17=-407/300 iC Pi RIO-'43 NOTES- CC 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; EXPIRES: 12-31-2019 MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 10,RRILL s, non-concurrent with other live loads. �� W4S�r' ``f 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O `WQ ��, 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 ?. 1 will fit between the bottom chord and any other members,with BCDL=10.0psf. / r • O 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 222 lb uplift at joint 8,573 lb uplift at joint 14 and 158 lb uplift at joint 2. --,174 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down and 228 lb up at "d 20-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. i R�51398 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��'S �'IT�R CS SrONAL LOAD CASE(S) Standard July 22,2019 Continued on oaae 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MIR* building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI 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/TPl1 Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421565 2018901 A08 COMMON 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:47 2019 Page 2 ID:BsCgOEd 1 SnRWxunc3?PJU kz?3ff-AjU Hgg9iLkjC2PAUVk9UY?uDULfQ191SsuiGPKyw7Mg LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-9=-64,2-8=-20 Concentrated Loads(lb) Vert:5=-336(F) MINIM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 2018901 PLH-1814 Aria C-2x6 K642.1566 2018901 A09 COMMON 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:48 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-fw2fuAAK62r3gZIh3Rgj5DQLgkt2UbRb5YSpxmyw7Mf 1-0 6-8-0 13-4-0 20-0-0 26-8-0 334-0 40-0-0 41-0 1-0� 6-8-0 6-8 -0 6-8-0 6-8-0 6-8-0 6-8-0 1-0-i Scale=1:89.9 5x6 = 5 7.00 12 6 21 22 3x4 20 23 3x4 4 6 5x6 5x6 J 3 7 1g24 2 \/. \ 01 IPA r7 8 o m inbill 4 . 7 '•11011.11111i LMiiY�� 0 giro M. 9 Ln q I 0 0 4x6 = 17 25 1626 15 14 13 27 12 28 11 10 4 '= 0 0 0 3x4 = 5x8 = 8x12 II 6x8 II 4x4 = 6x8 II 4x8 H 4x4 = 5x12 II 10-0-0 15-4-0 20-0-0 30-0-0 40-0-0 10-0-0 5-4-0 4-8-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-12,0-3-0],[7:0-3-0,0-3-0],[11:0-7-0,0-2-8],[12:0-3-4,0-0-1],[13:0-2-14,0-0-6],[14:0-7-12,0-4-0],[15:0-3-2,0-0-10],[16:0-3-0,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.33 11-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.78 11-14 >605 180 TCDL 7.0 Rep Stress lncr YES WB 0.60 Horz(CT) 0.21 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:241 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G*Except* WEBS 1 Row at midpt 6-14,4-14 8-12,13-16:2x6 DF No.2 GG�tiD PROFF WEBS 2x4 DF Std G"Except" \` stn OTHERS 2x4 DF Std G5-14:2x4 DF No.1&BtrG �1,• NG�NEF9 lQ2p REACTIONS. (lb/size) 8=1729/0-5-8,2=1729/0-5-8 Q 89200PE Max Horz 2=-352(LC 10) Max Uplift 8=-385(LC 13),2=-385(LC 12) FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. Q q' TOP CHORD 2-3=-2682/584,3-4=-2454/562,4-5=-1816/514,5-6=-1821/514,6-7=-2576/570, 'j7 4AA__OREGON l(/ 7-8=-2845/602 4- ,,4 01 BOT CHORD 2-17=-624/2465,14-17=-396/2073,11-14=-245/1933,8-11=-401/2332 O r 14 rL �P WEBS 5-14=-334/1433,6-14=-838/405,6-11=-90/579,7-11=-322/288,4-14=-759/401, 4-17=-84/447,3-17=-346/286 FR RIO- NOTES- EXPIRES: 12-31-2019 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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. ,BRILL, ,is 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 �$) w non-concurrent with other live loads. O >, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. +/ ?. f r 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 /..t ''.4 '_ will fit between the bottom chord and any other members,with BCDL=10.Opsf. . .,�xr J_ 7)A plate rating reduction of 20%has been applied for the green lumber members. t: 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 385 lb uplift at joint 8 and 385 lb uplift at r joint 2. AIO , 51398 q, ,0 GIST'Sg �SsrONAL G July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 2018901 PLH-1814 Aria C-2x6 K6421567 2018901 A10 COMMON 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:50 2019 Page 1 I D:BsC9OEd1 SnRWxunc3?PJUkz?3ff-blAQIsCaef5nvtv3AsjBAeWf0YbgyUuuYsxw?fyw7Md ` -1-0 6-8-0 13-4-0 I 20-0-0 26-8-0 33-4-0 40-0-0 41-0-0 1-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 1-0 Scale=1:79.4 5x6 = Special 5 ,ft! 7.00 12 15 16 3x4 i 14 17 3x4 4 6 5x6 i 5x6 3 7 4Aihh 13 18 012 8 0 .114141\ o0 4x6:= 12 19 20 11 21 22 10 4x6,= oIo 3x4 = 3x4 = 5x10 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 I 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:Edge,0-0-4],[3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[8:0-0-0,0-0-4],[11:0-5-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.32 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.68 11-12 >700 180 TCDL 7.0 Rep Stress Ina YES WB 0.67 Horz(CT) 0.17 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:217 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 7-5-13 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Std G`Except* -c,f("1/40 Q,0 PR°Fee, 5-11,6-11,4-11:2x4 OF No.1&Btr G `�` s*G'N�� �O REACTIONS. (lb/size) 8=2066/0-5-8,2=2066/0-5-8 �� `� R '0* 17 Max Horz 2=351(LC 11) 1 . 89200PE r Max Uplift 8=-490(LC 13),2=-490(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3336/784,3-4=-3089/757,4-5=-2389/698,5-6=-2389/698,6-7=-3089/758, 7-8=-3336/784 et BOT CHORD 2-12=-791/2766,11-12=-566/2395,10-11=-405/2395,8-10=-554/2766 -374- 4/OREGON fit(/ WEBS 5-11=-343/1372,6-11=-810/413,6-10=-104/588,7-10=-338/294,4-11=-810/413, 4-12=-104/587,3-12=-338/293 /Q 1¢, 2�,dosQ+ NOTES- SFR RIO- 1) I`--1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, EXPIRES: 12-31-2019 Interior(1)24-0-0 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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. Oxtuz.t y 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� wAs �f 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 O �� will fit between the bottom chord and any other members,with BCDL=10.Opsf. #0,0,0" .Y.ti It, 7)A plate rating reduction of 20%has been applied for the green lumber members. _.,it / '.:ai� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 490 lb uplift at joint 8 and 490 lb uplift at joint 2. 4 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down and 426 lb up at ,, r 20-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 'a51 4 �� te, 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). p ,.?„51398,46 „51 9 LOAD CASE(S) Standard 4' `S40NALSCI 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 July 22,2019 Continued on oaae 2 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ` Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018901 PLH-1814 Aria C-2x6 K642.1567 2018901 A10 COMMON 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:50 2019 Page 2 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-blAQIsCaef5nvtv3AsjBAeWfOYbgyUuuYsxw?fyw7Md LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-5=-64,5-9=-64,2-8=-20 Concentrated Loads(Ib) Vert:5=-674(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 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/TPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 4 K6421568 2018901 All CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:51 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-3VkoWCDDOzDdX1 UFkZEQjr2ugy_gh 112n WgTY5yw7Mc ` -O Q 7-6-8 15-1-6 117-10-15 120-0-0 122-1-1 124-10-10 I 32-5-8 40-0-0 41-o 1-0- 7-6-8 7-6-14 2-9-9 2-1-1 2-1-1 2-9-9 7-6-14 7-6-8 1-0 Scale=1:81.2 8 5x10 5 5x8 -� 4x4 = 4 W W 35 1 29 30 31 3,•r. 33 34 7 36 7x14 MT18HS i 7x14 MT18HS 28 37 7.00 12 g 3 .0, %� e 27 38 26 39 2 it Q �p ,tt�� �Ie 10 O ._. 19 18 17 16 40 41 15 14 13 12 o 2x4 8x12 4x8 = 4x8 = 8x8 =8x8 = 4x12 = 8x8 = 8x8 = 4x4 = 2x4 I I 7-6-8 15-1-6 24-10-10 32-5-8 40-0-0 7-6-8 7-6-14 9-9-4 7-6-14 7-6-8 Plate Offsets(X,Y)-- [2:0-8-0,0-1-2],[3:0-7-0,0-3-4],[9:0-7-0,0-3-4],[10:1-0-0,0-1-10],[13:0-0-1,0-3-13],[14:0-1-1,0-3-13],[16:0-0-12,0-4-0],[17:0-7-8,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.28 15-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.61 Vert(CT) -0.51 15-17 >945 180 MT18HS 220/195 TCDL 7.0 Rep Stress Ina YES WB 0.27 Horz(CT) 0.17 10 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:277 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5,8-9:2x4 DF No.1&Btr G 2-0-0 oc purlins(4-1-5 max.):4-7. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. n p WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-17,6-17,• c OD PROFF 4-17,7-15:2x4 DFNo.1&BtrG `CJ"` 1NGtINEFn`��'/0 REACTIONS. (lb/size) 10=1912/0-5-8,2=1912/0-5-8 �C/� v ,7 �p Max Hoa 2=-341(LC 8) �• 89200PE Max Uplift 10=-451(LC 13),2=-451(LC 12) Max Gray 10=2717(LC 31),2=2717(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4623/1291,3-4=-4027/1308,4-6=-3292/1427,6-7=-3421/1466,7-9=-4175/1353, Q 9-10=-4756/1317 `pG 4.1 OREGON\ot is.4/ BOT CHORD 2-19=-973/3917,17-19=-968/3915,15-17=-995/3463,12-15=-993/4000,10-12=-993/4004 WEBS 3-17=-713/301,4-17=-220/885,6-17=-631/336,6-15=-478/323,7-15=-243/958, /^ 7 4 2°Cy`!.. 9-15=-668/299 V SRfiILA' V 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; EXPIRES: 12-31-2019 MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 12-3-1,Exterior(2)12-3-1 to 27-8-15, Interior(1)27-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 itxlt-L & non-concurrent with other live loads. 4110 V WAS `4. 5)Provide adequate drainage to prevent water ponding. • A �,, 6)All plates are MT20 plates unless otherwise indicated. 1�'i' TO 75. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /y�,/ 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1-* -" will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)A plate rating reduction of 20%has been applied for the green lumber members. "riff 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 451 lb uplift at joint 10 and 451 lb uplift r0 4 atjoint2. 41S1398c�4 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ,.c+ �' T R G sheetrock be applied directly to the bottom chord. SI0IVAL 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 22,2019 f Mast A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421569 2018901 Al2 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:53 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-?tsYxuETwaTLmKeer_GuoG8BFIdT9vcLEg9aczyw7Ma -1-°-27-6-8 15-1-6 15-110115 20-0-0 24-1-1 24-1010 32-5-8 40-0-0 41-0-Q 1-0-0 7-6-87 6-14 0-9-9 4-1-1 4-1-1 0-9 7 6-14 7-6-8 i-o-0 Scale=1:84.5 5x10 i 4x4 = 8 5x12 �� 4�5 2 29 Rp 6 m31 3 3 1 35 9x12 MT18HS i 9x12 MT18HS 27 36 7.00 12 3 _ 9 `/' I' cin 26 .- 37 2 � I 10 01 I u I il l ra LID 11 :, 1p Iy Io 0 19 18 117 16 38 39 15 14 13 t2 0 4x124x8 = 8x12 = 4x12 = = 2x4 II 8x12 II 8x12 = 8x8 = 4x6 = 2x4 II 8x8 = 7-6-8 15-1-6 24-10-10 32-5-8 40-0-0 7-6-8 7-6-14 9-9-4 7-6-14 I 7-6-8 Plate Offsets(X,Y)-- [2:1-0-0,0-2-6],110:1-0-0,0-2-6],[17:0-7-8.0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.35 15-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.60 15-17 >801 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.20 10 n/a n/a BCLL 0.0 • Code IBC2015/TPI2014 Matrix-AS Weight:272 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5.8-9:2x4 DF No.1&Btr G 2-0-0 oc purlins(3-7-4 max.):4-7. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-17,6-17,. ,OO PR OFF 4-17.7-15:2x4 DF No.1&Btr G ` sty WEDGEN. ts&.,?,- EF9 /s Left:2x4 SP No.3,Right:2x4 SP No.3 �� -/ REACTIONS. (lb/size) 10=2541/0-5-8,2=2544/0-5-8 89200PE pr Max Horz 2=283(LC 11) Max Uplift 10=-611(LC 13),2=-624(LC 12) Max Gray 10=3201(LC 31),2=3204(LC 31) 0 CL' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. '1 OREGON <(/ TOP CHORD 2-3=-5500/1035,3-4=-4866/1017,4-6=-4012/1016,6-7=-4162/1029,7-9=-5038/1032, G/ �,Q Q'\�_Lk9-10=-5651/1036 Q r 14, T WEBS CHORD 2-19=-951/4650,3-17=-833/378,4-17=-152/1180,/ 6117=1957/354,6-15=-718/392,7=-745/4342, 17-15=-213/1277,60/4750 MER R 11...\-- 9-15=-828/383 L\-- „."‘".1- BOT P 9-15=-828/383 Noyes- EXPIRES: 12-31-2019 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 10-3-1,Exterior(2)10-3-1 to 29-8-15, Interior(1)29-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 .tet t. &q� 3)Unbalanced snow loads have been considered for this design. �Q -e WAS -Y 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. 4.11/.4.,C4.'10 rA,,''TQ. .133 5)Provide adequate drainage to prevent water ponding. / 6)All plates are MT20 plates unless otherwise indicated. r - 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ni... 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 ;: r will fit between the bottom chord and any other members,with BCDL=10.0psf. 9)A plate rating reduction of 20%has been applied for the green lumber members. C �...t1 398 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 611 lb uplift at joint 10 and 624 lb uplift at joint 2. Ss IONAL 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 22,2019 Continued on Daae 2 , I ...... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ��- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ; building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421569 2018901 Al2 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:54 2019 Page 2 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-T4Pw8EF5hubCOU DgPin7KUgM?9ziuMsUTUv89Qyw7MZ NOTES- 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)536 lb down and 304 lb up at 15-11-9,250 lb down and 147 lb up at 18-0-12,334 lb down and 184 lb up at 20-0-0,and 250 lb down and 147 lb up at 21-11-4,and 523 lb down and 241 lb up at 24-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-7=-64,7-8=-64,7-11=-64,20-23=-20 Concentrated Loads(Ib) Vert:6=-264 28=-449 30=-183 33=-183 35=-436 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 Mil®k6 is always required for stability and to prevent collapse with 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 Safetylnfbnnation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6431570 2018901 A13 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:55 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-xGzIMZGjSBj30eo 1 zPIMthDa7ZMCdn5di8ehhsyw7MY 0 5-6-8 11-1-6 13-10-15 1 17-1-1 22-10-15 26-1-1 28-10-10 34-5-8 40-0-0 41I-0-0 a -10-70._-000 - 5-6-8 5-6-14 2-9-9 3-2-2 5-9-14 3-2-2 2-9-9 5-6-14 5-6-8 7-0 Scale=1:74.9 5x8 -i 5 9 5x8 4x4 = 4x4 = 4 0 Ra 6a - 6a as fr..? ria 6a 31 3 <3 34 c 36 37 S I 5x8 i 30 8 7.00 12 5x8 3 10 n 29 '• 39 b 28 40 2 / o 1 i$ >� YJ O L I O O [i� • 11 0 m c , "TIa 0 21 20 19 41 18 42 17 43 44 16 15 14 13 4x4 = 4x4 = 6x8 = 4x12 2x4 II 4x12 = 12x20 \ 4x4 =2x4 11 4x12 = 6x8 II 8x8 = 4x4 = 6x8 II 5-6-8 11-1-61 20-0-0 I 28-10-10 34-5-8 1 40-0-0 5-6-8 5-6-14 8-10-10 8-10-10 5-6-14 5-6-8 Plate Offsets(X,Y)-- [2:1-0-0,0-1-14],[3:0-3-0,0-3-0],[10:0-3-0,0-3-0],[11:1-0-0,0-1-14],[14:0-3-8,0-0-10],[15:0-2-0,0-2-12],[18:0-0-3,0-4-0],[19:0-3-12,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.23 17-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.47 15-17 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.15 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:282 lb FT=20% BCDL 10.0 9 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood se-- ••directly applied,except 3-5,9-10:2x4 DF No.1&Btr G 2-0-0;e -•.'„ �. •-8. BOT CHORD 2x6 DF 2400F 2.0E*Except* BOT CHORD Rigid -� a1•'., 11-15:2x6 DF No.2 WEBS 1 -\ NG,INFF�' !c, WEBS WEDGE 2x4 DF Std G Left:2x4 SP No.3 '9 ,' 89200PE r REACTIONS. (lb/size) 11=1912/0-5-8,2=1912/0-5-8 Max Horz 2=-274(LC 8) Max Uplift 11=-468(LC 13),2=-467(LC 12) Max Gray 11=2587(LC 31),2=2587(LC 31) Q OREGON 4./FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. L< �,� O\ TOP CHORD 2-3=-4384/1333,3-4=-3733/1342,4-6=-3101/1451,6-7=-3888/1747,7-8=-3278/1502, 4, 2 8-10=-3940/1402,10-11=-4334/1327 41&- j.1 �P BOT CHORD 2-21=-1023/3649,20-21=-1021/3654,17-20=-1243/3734,15-17=-1266/3803, �r1 t-�R I�-` 13-15=-1017/3637,11-13=-1019/3634 WEBS 3-20=-641/209,4-20=-187/1084,6-20=-1488/430,6-17=-100/540,7-17=-98/436, EXPIRES: 12-31-2019 7-15=-1318/414,8-15=-218/1187,10-15=-431/189 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 8-3-1,Exterior(2)8-3-1 to 16-9-4, Interior(1)16-9-4 to 23-2-12,Exterior(2)23-2-12 to 31-8-15,Interior(1)31-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; vsgARLL,t Lumber DOL=1.60 plate grip DOL=1.60 WASN��A, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 J ov -1'0 :) 3)Unbalanced snow loads have been considered for this design. • (,ij�c--:#0"4 -:t, r,, „.1 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 O non-concurrent with other live loads. �rL: 5)Provide adequate drainage to prevent water ponding. \I 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7/ 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 K151398 c14r4' will fit between the bottom chord and any other members,with BCDL=10.0psf. �ceAl, l'+IS I F�� 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 468 lb uplift at joint 11 and 467 lb uplift ssIOIVALG� at joint 2. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. July 22,2019 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 A K6421571 2018901 A14 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:58 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJU kz?3ff-M rfR_blc165et5WceXs3VKr6GmL0g414O6tLIByw7MV ` -143-0 5-6-8 11-1-6 1110-1517-1-1 22-10-15 28-1-1 2810-1034-5-8 40-0-0 41-0-0 5-6-8 5-6-14 0-9-9 5-2-2 5-9-14 5-2-2 0-9-9 5-6-14 5-6-8 1-0-0' Scale=1:75.1 5x10 * 4 5 4x6 = 4x6 = 9 5x10 31, 32 33 34 35 3 37 38 739 40�1 42 8 43 5x12 MT18HS �i 5x12 MT18HS �� 7.00 112 30 3 44 10 I," 41 9 7 0 29 / 45 28 / 46 2r. 11 1 _ tri r� - - - _ w_ 4� millm" I o '" 21 20 19 47 18 48 17 49 50 16 15 14 13 o 4x6 = 4x4 = 4x4 = 5x8 = 4x12 = 2x4 II 5x10 = 12x20 J 2x4 II 8x12 = 8x12 = 7x14 MT18HS = 4x4 = 6x8 II 5-6-8 11-1-6 20-0-0 28-10-10 34-5-8 40-0-0 5-6-8 5-6-14 8-10-10 8-10-10 5-6-14 5-6-8 Plate Offsets(X,Y)-- [2:1-0-0,0-2-6],[3:0-6-0,0-3-0],[10:0-6-0,0-3-0],[11:0-4-0,0-1-10],[15:0-3-6,0-2-4],[19:0-6-0,0-3-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.38 17-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.65 15-17 >740 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.21 11 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Weight 276 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood i-- .•I•directly applied,except 3-5,9-10:2x4 No.1 BOT CHORD 2x6 DF 2400F 2.0E*Exceptt* BOT CHORD Rigid o -�I All M. 4 8 WEBS 2x415:2x6 DF DF Std G No.2 WEBS 1 '�` ANG f N;� 19 /1 WEDGE ,N,i ,7 �'19 Left:2x4 SP No.3 �' 89200PE r' REACTIONS. (lb/size) 11=2748/0-5-8,2=2752/0-5-8 Max Horz 2=-216(LC 50) Max Uplift 11=-762(LC 13),2=-787(LC 12) Max Gray 11=3408(LC 31),2=3412(LC 31) Q cr -7, ,,OREGON�� �� FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. /,//�� '9 Q TOP CHORD 2-3=-5790/1367,3-4=-5157/1341,4-6=-4330/1283,6-7=-5848/1660,7-8=-4578/1297, 4/ 14, 9- 4 8-10=-5446/1360,10-11=-5719/1317 41,E-�R1�� O''BOT CHORD 2-21=-1211/4852,20-21=-1209/4856,17-20=-1386/5639,15-17=-1358/5739, 13-15=-1021/4822,11-13=-1023/4821 WEBS 3-20=-719/293,4-20=-316/1543,6-20=-2112/650,6-17=-42/563,7-17=-55/369, EXPIRES: 12-31-2019 7-15=-1890/656,8-15=-370/1705,10-15=-615/381,10-13=-254/141 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-2-0,Interior(1)3-2-0 to 6-3-1,Exterior(2)6-3-1 to 16-9-4, Interior(1)16-9-4 to 23-2-12,Exterior(2)23-2-12 to 33-8-15,Interior(1)33-8-15 to 36-10-0,Exterior(2)36-10-0 to 40-10-0 zone; [� r�� cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; CI" q� Lumber DOL=1.60 plate grip DOL=1.60 WAS t 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. t 4?' 5)Provide adequate drainage to prevent water ponding. \R. ,-, � , 6)All plates are MT20 plates unless otherwise indicated. ,/ 7 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `d 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 "Pp h`�51398�1Q '� ' will fit between the bottom chord and any other members,with BCDL=10.0psf. C/ST$R 9)A plate rating reduction of 20%has been applied for the green lumber members. SSLONAL G 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 762 lb uplift at joint 11 and 787 lb uplift at joint 2. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum July 22,2019 ContisluiStUelolf0cia2Plied directly to the bottom chord. IMO= 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 bradng of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421571 2018901 A14 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:55:58 2019 Page 2 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-MrfR_bIc165et5WceXs3V Kr6GmL0g414O6tLIByw7MV NOTES- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)412 lb down and 308 lb up at 11-11-9,224 lb down and 147 lb up at 14-0-12,298 lb down and 185 lb up at 16-0-12,257 lb down and 189 lb up at 18-0-12,231 lb down and 189 lb up at 20-0-0,257 lb down and 189 lb up at 21-11-4,298 lb down and 185 lb up at 23-11-4,and 224 lb down and 147 lb up at 25-11-4,and 403 lb down and 244 lb up at 28-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-8=-64,8-9=-64,8-12=-64,22-25=-20 Concentrated Loads(Ib) Vert:31=-325 32=-157 33=-228 36=-187 37=-145 38=-187 41=-228 42=-157 43=-316 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. mil' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI I;� ek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018901 PLH-1814 Aria C-2x6 ,K K6421572 2018901 A15 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:00 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJU kz?3ff-I DnBPHKsHkM M6Pg_myuXalwOQa_vIzYMrQMSM3yw7MT -0-9 3-6-8 7-5-6 19-10-15 I 15-9-1 24-2-15 30-1-1 132-6-10 36-5-8 40-0-0 41-0-9 1-0-0 3-6-8 3-10-14 2-5-9 5-10-2 8-5-14 5-10-2 2-5-9 3-10-14 3-6-8 1-0-0 Scale=1:75.1 5x10 5 10 7.00 12 5x10 = 4x8 = 2x4 II 8x12 = 4"0 Ra 31 O2 O3 34 6 Ra Ra ® w 8 6a 6a 6a 2x4 ffll 7 35 36 37 300.0_ 382x4 3 •.: 11 �7 a) ` e 6. 29 pp '/ 12 1 r lY 1b D r � 1 ' 9]o 0 22 21 20 19 18 17 16 15 14 4x6 = 5x10 = 5x16 II 5x10 = 6x8 = 6x8 II 5x16 II 4x6 = 8x12 = 4x4 6x8 II 7-5-6 15-9-1 24-2-15 32-6-10 40-0-0 7-5-6 8-3-11 8-5-14 I 8-3-11 7-5-6 Plate Offsets(X,Y)-- [6:0-4-8,0-2-4],[9:0-5-12,0-3-0],[15:0-9-8,0-2-8],[16:0-3-11,0-0-10],[18:0-1-12,0-2-4],[20:0-9-8,0-2-8],[21:0-0-6,0-4-0],[22:0-1-15,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.56 18-20 >859 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.86 Vert(CT) -1.00 18-20 >482 180 TCDL 7.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.25 12 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-AS Weight:277 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood r-- •'••directly applied,except BOT CHORD 2x6 DF 2400F 2.0E*Except* 2-0-0 oc• f n •. 12-16:2x6 DF No.2 BOT CHORD Rigid�,��+� '-}I�N•�'-..F WEBS 2x4 DF Std G*Except* WEBS 1 - '� GINE --4 /0 6-22,9-18:2x4 DF No.1&Btr G 2 REACTIONS. (lb/size) 12=1883/0-5-8,2=1889/0-5-8 ,_44,1 "Y__.�1' Max Horz 2=-207(LC 8) Max Uplift 12=-551(LC 13),2=-411(LC 13) Max Gray 12=2259(LC 32),2=2271(LC 32) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. rt /'" TOP CHORD 2-3=-3875/1276,3-4=-3919/1326,4-6=-3445/1437,6-8=-6809/2092,8-9=-6809/2092, "9L ,ti OREGON�t oto 9-11=-4329/1411,11-12=-4003/1279 /� 4r i4, 2t3 P4 BOT CHORD 2-22=-968/3310,20-22=-1572/6413,18-20=-1572/6413,15-18=-1159/3891, 12-15=-977/3347 WEBS 3-22=-279/171,4-22=-163/1284,6-22=-3342/666,6-20=0/390,6-18=-162/560, RR1L�- 8-18=-998/312,9-18=-710/3215,9-15=-111/252,11-15=-184/582 EXPI RES: 12-31-2019 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 3-3-6,Interior(1)3-3-6 to 4-3-1,Exterior(2)4-3-1 to 13-1-4, Interior(1)13-1-4 to 26-8-15,Exterior(2)26-8-15 to 35-8-15,Interior(1)35-8-15 to 36-9-0,Exterior(2)36-9-0 to 40-10-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; 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 ,,RRLLL B 3)Unbalanced snow loads have been considered for this design. �19 .WAS �f> 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 �4 ni non-concurrent with other live loads. Q y�?, ,A 1� 5)Provide adequate drainage to prevent water ponding. A. . 7---, . ;;i,',„ma ,2 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '". 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -- will fit between the bottom chord and any other members. f 8)A plate rating reduction of 20%has been applied for the green lumber members. rd 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 551 lb uplift at joint 12 and 411 lb uplift 16O.4,„51398,0 at joint 2. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum AS's, AL sheetrock be applied directly to the bottom chord. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 22,2019 ew I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 2018901 PLH-1814 Aria C-2x6 K642:1573 2018901 A16 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:04 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-B?OiFeNMLysnbOI?ozTkb53sBMcEnOym2KfVryw7M P -0 3-6-8 7-5-6 7-1PP 15 15-9-1 24-2-15 32-1-1 32-6110 36-5-8 40-0-0 41-0-9a 1-0-0 3-6-8 I 3-10-14 05-9 7-10-2 8-5-14 7-10-2 0- 3-10-14 I 3-6-8 1-04 Scale=1:75.3 5x10 -i 9x12 MT18HS = 5x10 = 4x8 = 2x4 H 7.00 12 4 .7 28 4 30 31 32 533 _ 34 ri 6 36 _ 7 37 38 3a9 40N 42,,, 43 2x4 @ �� 2x4 3 9 M T 2 a oaL/�� y AI d� I y ILJ i LT'IlltIIIIIIII10 1Ir0 o ► io T'T 0 0 20 19 18 17 16 15 14 13 12 ,.1-..; o 4x12 = 5x10 = 8x12 5x16 II 5x10 = 6x8 = 6x8 II 5x16 H 4x6 = 4x4 = 6x8 II 7-5-6 15-9-1 24-2-15l 32-6-10 I 40-0-0 1 7-5-6 8-3-11 8-5-14 8-3-11 7-5-6 Plate Offsets(X,Y)-- [2:1-0-0,0-2-2],[4:0-4-10,0-2-8],[5:0-4-12,0-2-4],[10:Edge,0-0-4],[12:0-4-0,0-0-1],[13:0-9-8,0-2-8],[14:0-3-7,0-0-1],[16:0-1-12,0-2-4],[18:0-9-8,0-2-8], [19:0-4-0,0-4-0],[20:0-1-12,0-2-4] 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 0.90 Vert(LL) -0.55 16-18 >874 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.87 Vert(CT) -1.04 16-18 >464 180 MT18HS 220/195 TCDL 7.0 Rep Stress Ina YES WB 0.82 Horz(CT) 0.26 10 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-AS Weight:267 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP RACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x6 DF 2400F 2.0E*Except* 2-0-0 oc purlins(2-1-13 max.):4-8. 10-14:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. ��D PROFF WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 8-16 _`GINE tires 5-20,8-16:2x4 DF No.1&Btr G 2 Rows at 1/3 pts 5-20 F REACTIONS. (lb/size) 10=2271/0-5-8,2=2276/0-5-8 � p� 89200PE r- Max Horz 2=-139(LC 10) Max Uplift 10=-663(LC 13),2=-689(LC 12) Max Gray 10=2665(LC 32),2=2670(LC 32) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q �" TOP CHORD 2-3=-4415/1218,3-4=-4090/1181,4-5=-3505/1081,5-7=-6933/1959,7-8=-6933/1959, 'f7 OREGON�� fit(/ 8-9=-4491/1207,9-10=-4577/1188 Li '�,9 1 BOT CHORD 2-20=-1051/3761,18-20=-1699/6524,16-18=-1699/6524,13-16=-930/3947, Q f y 4 2 �{' 10-13=-929/3817 MFR R t l"�- WEBS 3-20=-486/279,4-20=-272/1361,5-20=-3484/918,5-18=0/392,5-16=-133/497, �-7 7-16=-1055/428,8-16=-959/3347,8-13=-122/333,9-13=-414/622 EXPIRES: 12-31-2019 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 13-1-4,Interior(1)13-1-4 to 26-8-15,Exterior(2)26-8-15 to 40-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for 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 v . c1 RILL, 3)Unbalanced snow loads have been considered for this design. 1vWAS `t l 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. �� 41.?, �A 5)Provide adequate drainage to prevent water ponding. itg44 !r' f3411 6)All plates are MT20 plates unless otherwise indicated. ( - f +� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \/ 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide (/ will fit between the bottom chord and any other members. 451398 c4 9)A plate rating reduction of 20%has been applied for the green lumber members. III Q �40ISTSR� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 663 lb uplift at joint 10 and 689 lb uplift at joint 2. s`riONAL CI 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 22,2019 Continued on oaae 2 .� r r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10Po3/2015 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 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 2018901 PLH-1814 Ma C-2x6 K6421573 2018901 A16 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:04 2019 Page 2 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-B?OiFeNM LysnbO_I?ozTkb53sBMcEnOym2KfVryw7MP NOTtS- 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 lb down and 281 lb up at 7-11-9,136 lb down and 103 lb up at 10-0-12,186 lb down and 146 lb up at 12-0-12,177 lb down and 151 lb up at 14-0-12,177 lb down and 151 lb up at 16-0-12,177 lb down and 151 lb up at 18-0-12,177 lb down and 151 lb up at 20-0-0,177 lb down and 151 lb up at 21-11-4,177 lb down and 151 lb up at 23-11-4,177 lb down and 151 lb up at 25-11-4,186 lb down and 146 lb up at 27-11-4,and 136 lb down and 103 lb up at 29-11-4,and 215 lb down and 228 lb up at 32-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-8=-64,8-11=-64,21-24=-20 Concentrated Loads(Ib) Vert:27=-120 28=-51 30=-117 32=-93 33=-69 34=-64 35=-64 36=-64 37=-69 38=-93 40=-117 42=-44 43=-116 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �iTokp is always required for stability and to prevent collapse with 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 2018901 PLH-1814 Aria C-2x6 K6424574 2018901 A17 CALIFORNIA GIRDER 1 2 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:08 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-3mGD40QtOBMD4eHXEe 1 PvRFpBoj2Ag?Yhgltecyw7ML 0 5-10-1571l 37-1-7 s 5- 2410-6 I 11-0-01 2-10-9 I 2-4-13 0-13312 18-11-7 9-2-11 0-d-2 2-8-10 I 40-0-0-1 41-0 0 0-3-13 Scale=1:75.1 LUS24 LUS24 LUS24 LUS24 LUS24 2x4 II LUS24 LUS24 8x8 = LUS24 LUS24 7.00 1 =2 LUS24 LUS24 4x8LUS24 4x8 = LUS24 LUS24 4x4 = LUS24 LUS24 8x8 = LUS24 LUS24 4 2 X23 2�25 526- 27 „ 28 6 7 ,,30 32 33 8 34 35� 36 �'i7 38 LUS24 2x4 Noolliitholiii0 4 i 4 ba 3 '7 rn1 2 � �, nn ' nn nnnn :.i 661112F ao Oi %? nn nn " nn nn nn E6n 4x41 hn nn nn nnl�q q Ian yTo 17 16 oI, o 4x6 = 21 20 44 46 13 4x6 = 39 40 41 42 43 1945 18 47 48 49 50 51 15 52 14 53 54 55 4x4 = 4x12 = 4x6 = 4x12 = 4x12 =8x8 = 4x8 II 4x4 = 6x8 II 8x8 = 4x4 = 5-3-6 16-5-8 34-4-13 40-0-0 5-3-6 11-2-2 17-11-5 5-7-3 Plate Offsets(X,Y)-- [2:0-1-4,Edge],[4:0-2-12,0-4-0],[5:0-3-9,0-2-0],[9:0-2-12,0-4-0],[11:0-1-4,Edge],[15:0-0-7,0-3-14],[16:0-3-9,0-2-0],[18:0-0-11,0-3-13],[20:0-3-9,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) 0.58 17-20 >820 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.84 Vert(CT) -1.19 17-20 >398 180 TCDL 7.0 Rep Stress lncr NO WB 0.50 Horz(CT) 0.21 11 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:520 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x6 DF 2400F 2.0E*Except* 2-0-0 oc purlins(4-0-3 max.):4-9. 11-15:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc b WEBS 4-20,5-17 2x4 DF ,8 -17 9 16:2x4 OF No.1&Btr Gt* 's D% PROF� Ss REACTIONS. (lb/size) 2=3255/0-5-8,11=3246/0-5-8 C? ?/ Max Horz 2=100(LC 47) ,cc.._,,k/ $9200PE 9r Max Uplift 2=-1382(LC 10),11=-1392(LC 11) Max Gray 2=3542(LC 29),11=3533(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5799/2382,3-4=-5934/2525,4-5=-9680/4347,5-7=-12985/5814,7-8=-12985/5814, d 8-9=-11166/5022,9-10=-5856/2529,10-11=-5733/2386 'yrGOREGON b, tel(( BOT CHORD 2-21=-1975/4730,20-21=-2249/5289,17-20=-4266/9680,16-17=-4908/11166, � 7,4 O 1 13-16=-2205/5253,11-13=-1913/4684 Q r 14 2 P- ' WEBS 4-21=-209/423,9-13=-507/543,7-17=-863/671,5-20=-2327/1324,8-16=-1776/1090, c 4-20=-2244/5040,5-17=-1578/3564,8-17=-876/2012,9-16=-2901/6534,3-21=-461/898, �`RR it..1- 10-13=-464/874 EXPIRES: 12-31-2019 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply toLL 8 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ,�� waste�f 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; O >, MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate 004,0/*7ii. Q� .tgrip DOL=1.60v . C> 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 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 ; 7 non-concurrent with other live loads. Kl�i 51398 $4 7)Provide adequate drainage to prevent water ponding. 0.,toz, �Q 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide s`srQNALC' will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1382 lb uplift at joint 2 and 1392 lb July 22,2019 Cant NatriQi9UA12 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.1003/2015 BEFORE USE. M 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!l;� ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPl1 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 2018901 PLH-1814 Ma C-2x6 K6421574 2018901 A17 CALIFORNIA GIRDER 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:08 2019 Page 2 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-3mGD40QtOBM D4eHXEe 1 PvRFpBo)2Ag?Yhgltecyw7ML NOTES- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 37-11-4 to connect truss(es)to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)432 lb down and 410 lb up at 5-11-9,226 lb down and 189 lb up at 8-0-12,226 lb down and 195 lb up at 10-0-12,236 lb down and 179 lb up at 12-0-12,227 lb down and 198 lb up at 14-0-12,228 lb down and 200 lb up at 16-0-12,227 lb down and 196 lb up at 18-0-12,227 lb down and 178 lb up at 20-0-0,227 lb down and 196 lb up at 21-11-4,226 lb down and 195 lb up at 23-11-4,226 lb down and 194 lb up at 25-11-4,226 lb down and 193 lb up at 27-11-4,229 lb down and 198 lb up at 29-11-4,and 222 lb down and 193 lb up at 31-11-4,and 433 lb down and 417 lb up at 34-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-9=-64,9-12=-64,2-11=-20 Concentrated Loads(Ib) Vert:14=-37(B)7=-119 17=-37(B)22=-333 23=-161 25=-137 26=-132 27=-119 28=-119 29=-119 31=-119 32=-119 33=-119 34=-119 35=-136 37=-156 38=-334 39=-39(B)40=-37(B)41=-37(B)42=-37(B)43=-37(B)44=-36(B)45=-37(B)46=-37(B)47=-37(B)48=-37(B)49=-37(B)50=-37(B)51=-37(B)52=-37(B)53=-37(B) 54=-37(B)55=-37(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see - ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421575 2018901 B01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:09 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-Xypbl MQV9V U4hosjnLZeReo3WC9CvB4hwJ 1 QA2yw7MK 1-0-0 4-11-14 9-11-12 14-11-10 19-11-8 20-118 r 1-0-0 4-11-14 4-11-14 I 4-11-14 I 4-11-14 11-0-0 Scale=1:43.1 4x4 = SHEATHING SHOWN IS NOT PART OF STRUCTURAL ANALYSIS FOR FOR THIS COMPONANT. 4 Sheet Front �, Full Sheathing 7.00 FI-:- /'��jl�, 1 Ply 7/16"4x9 OSB // �s� i 26 27 / �III 28 29 5x6 • 5x6 • ��� ���,I //�,KI �J/ Special 25 / r� �I40 os. I 30 , 4'`! 734 i •• Lr✓, ..y� /..3, 1 O. .'/ !l.''/ 'rte - o ..,,.,,,,,.,,.,,.,.,4.,j�,..,..,., ,.> • I�Iv o ������.�������.��.�������.�.�� 31 8 32 33 34 35 o 3x4 = 3x8 = 11 10 9 Special 3x8 = LUS24 LUS24 LUS24 LUS24 LUS24 6-5-0 9-11-12 19-11-8 6-5-0 3-6-12 9-11-12 Plate Offsets(X,Y)-- [2:0-2-0,Edge],[3:0-3-0,0-3-0],[5:0-3-0,0-3-0],[6:0-8-0,0-0-10],[12:0-0-12,0-1-8],[13:0-1-9,0-1-0],[14:0-3-12,0-1-8] LOADING (psf) 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.13 6-8 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.42 6-8 >409 180 BCLL 0.0 * Rep Stress Incr YES WB 0.25 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight 212 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 5-7,1-3:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x6 DF No.2*Except* R° PROF?„ OTHERS 2x4 DF Std G 2x44-8,5-8,3-8: DF Std G �`� ,�Gt�NEF�/D2 REACTIONS. All bearings 6-5-0 except(jt=length)6=0-5-8,9=0-5-8. Q�4 89200PE pr (Ib)- Max Horz 2=184(LC 31) Max Uplift All uplift 100 lb or less at joint(s)9,10,11 except 2=-244(LC 12), 6=-238(LC 13) Max Gray All reactions 250 lb or less at joint(s)9,10,11 except 2=756(LC 1), 6=884(LC 1) Q Cr -p,/0 pA_OREGON iV FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. G��l,Q r i¢ 241 `44*TOP CHORD 2-3=-1209/383,3-4=-880/285,4-5=-882/285,5-6=-1195/369 Q` BOT CHORD 2-11=-357/967,10-11=-357/967,9-10=-357/967,8-9=-357/967,6-8=-222/979 /� RRt�L $ WEBS 4-8=-147/529,5-8=-410/279,3-8=-397/306 NOTES- EXPIRES: 12-31-2019 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 6-11-12,Exterior(2)6-11-12 to 12-11-12 ,Interior(1)12-11-12 to 17-9-7,Exterior(2)17-9-7 to 20-9-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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. 9 BRILL, 6 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �` w 4)Unbalanced snow loads have been considered for this design. p A.j, 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 441:0:144:4:':G-54,1:3:: e ,non-concurrent with other live loads. ,. �O6)All plates are 2x4 MT20 unless otherwise indicated.7)Gable studs spaced at 2-0-0 oc.8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Cydwill fit between the bottom chord and any other members. � a, 10)A plate rating reduction of 20%has been applied for the green lumber members. Sly 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,10,11 except 1.74> 11) (jt=lb)2=244,6=238. 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 10-0-4 from the left end to 17-10-12 to connect truss(es)to front face of bottom chord. July 22,2019 ataItuandraibaote2 where hanger is in contact with lumber. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MIM 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 2018901 PLH-1814 Aria C-2x6 K6421575 2018901 B01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:10 2019 Page 2 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-?9NzViR7wocxJxRvL34t_sLEGcVReeKr9znjUyw7MJ NOTES- 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)96 lb down and 199 lb up at 17-10-12 on top chord,and 65 lb down and 60 lb up at 7-11-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-7=-64,2-6=-20 Concentrated Loads(Ib) Vert:31=-65(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTekR is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/7 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 2018901 PLH-1814 Aria C-2x6 1 K6424 576 1 2018901 B02 COMMON 1 1 Job Reference(optional) i ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:10 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-?9NzViR7wocxJxRvL34t_sLEHcVteeOr9znjUyw7MJ -1-0-0I 4-11-14 9-11-12 14-11-10 19-11-8 20-11-81 1-0-0 4-11-14 4-11-14 4-11-14 4-11-14 1-0-0 Scale=1:41.4 4x4 = 7.00 12 4 PI 11 12 5x6 ..!..- 11 °/A 10 13 5x6 �� 3 6 • 9/.. 1111k*" 14 2 gIIIIIIIIIIII6 1 7 0 I, 1; I o o 0Ir O — 8 o 3x8 = 3x8 = 3x8 = 9-11-12 19-11-8 9-11-12 9-11-12 Plate Offsets(X,Y)-- [2:0-8-0,0-0-11],[3:0-3-0,0-3-0],[5:0-3-0,0-3-0],[6:0-8-0,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.11 2-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.33 6-8 >706 180 TCDL 7.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.03 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:98 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 5-7,1-3:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G (Q,tiD PR 046, _`GINS REACTIONS. (lb/size) 2=887/0-5-8,6=887/0-5-8 ���� {�`_ F,9 QA Max Horz 2=-184(LC 10) !� Max Uplift 2=-205(LC 12),6=-205(LC 13) Q 89200PE pr FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1207/313,3-4=-897/229,4-5=-897/229,5-6=-1207/313 BOT CHORD 2-8=-288/995,6-8=-173/987 WEBS 4-8=-90/558,5-8=-405/282,3-8=-405/281 Q (r -VG OREGON 4/4 NOTES- � 7,9r ft 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; Q 14, i°�y�# MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 6-11-12,Exterior(2)6-11-12 to 12-11-12 A L r ,Interior(1)12-11-12 to 17-9-8,Exterior(2)17-9-8 to 20-9-8 zone;cantilever left and right exposed;end vertical left and right R R 1I 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 EXPIRES: 12-31-2019 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. tORKILL, 7)A plate rating reduction of 20%has been applied for the green lumber members. �� wAs 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) O >� 2=205,6=205. 14.�� �,x,, GAO `19 ter ` 4I 4, 51398 ar, 0 ' GISTE . sSIONAL 'cs July 22,2019 t t t• A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/93/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 F K6421577 2018901 B03 COMMON 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:11 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-TLxMj2Smh6kox505vmb6W3tPF0pdN5hN dWXFxyw7Ml 4-11-14 9-11-12 14-11-10 19-11-8 � -11_ 14-11-14 4-11-14 4-11-14 4-11-14 1-0-0 Scale=1:40.5 4x4 = 3 7.0012 9 10 11 2x4 5x6 2 4 8 12 1 5 e - _ 6 To f' o c,1v 0 3x8 II 3x8 = 3x8 = 9-11-12 19-11-8 9-11-12 9-11-12 Plate Offsets(X,Y)-- [1:0-3-9,Edge],[1:0-1-1,0-5-14],[1:0-0-9,0-0-15],[4:0-3-0,0-3-0],[5:0-8-0,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.13 1-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.42 1-7 >556 180 TCDL 7.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.03 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:91 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-10-2 oc purlins. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Std G �(Q,E,O PRQFFss Left:2x4 DF Std-G <C?� �GINEFAi �p4. ti REACTIONS. (Ib/size) 5=889/0-5-8,1=817/0-5-8 Q �20V8PE f Max Horz 1=-180(LC 8) t� V Max Uplift 5=-205(LC 13),1=-172(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1194/316,2-3=-897/236,3-4=-903/236,4-5=-1213/320 BOT CHORD tFG ����GO Q � 4/4- WEBS 3-7=-95/557,4-7=-393/282,2-7=-374/270 � 2.0.` 1) ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; 4RRIO- MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 6-11-12,Exterior(2)6-11-12 to 12-11-12,Interior(1)12-11-12 to 17-9-8,Exterior(2)17-9-8 to 20-9-8 zone;cantilever left and right exposed;end vertical left and EXPIRES: 12-31-2019 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. 00014 , 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 40v WAs `1f- will fit between the bottom chord and any other members. O �� 7)A plate rating reduction of 20%has been applied for the green lumber members. ,,: 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) } /I . :'''' 5=205,1=172. ` —./ 4 47 "°v 51398 , Ss40NAL G July 22,2019 / IMM. 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' ®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421578 2018901 C01 Valley 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:12 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-yXVkwNT0SQsfYFbITU6L3HQeTQHi6bE7cHG5nNyw7M H 8-1-8 � 16-3-0 8-1-8 8-1-8 Scale=1:29.9 4x4 = SHEATHING SHOWN IS NOT PART OF STRUCTURAL 6 ANALYSIS FOR FOR THIS COMPONANT. Sheet Front 1 uPly 7/16hing9 OSB I7 zoo 12 5 ,Ct ''' rov ' �Qj 6 4 II,;, Al ig, 2 a `A 10 ii • C E l 8 , r i iA A4 3x4 i 20 19 18 17 16 15 14 13 12 3x4 16-3-0 16-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:116 lb FT=20% 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. OTHERS 2x4 DF Std G G PR REACTIONS. All bearings 16-3-0. ��ED Op (Ib)- Max Horz 1=-127(LC 8) C� `__``GINE t�� Max Uplift All uplift 100 lb or less at joint(s)1,17,18,19,20,15,14,13,12 �G,\ V`_ F..51 0 Max Gray All reactions 250 lb or less at joint(s)1,11,16,17,18,19,20,15,14,13,12 cc 89200PE 9r 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)0-6-9 to 3-6-9,Exterior(2)3-6-9 to 5-1-8,Corner(3)5-1-8 to 11-1-8, Q OREGON Cr Exterior(2)11-1-8 to 12-8-7,Corner(3)12-8-7 to 15-8-7 zone;cantilever left and right exposed;end vertical left and right 7L ,,t,OREGON exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 qj. � 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 / 14 20\ # Gable End Details as applicable,or consult qualified building designer as perANSI/TPI 1. IVIii RIO- 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)All plates are 2x4 MT20 unless otherwise indicated. EXPIRES: 12-31-2019 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. IE LL., 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,17,18,19,20, wAS t 1 15,14,13,12. �� �fir.1/ tt\ Af' ,r •c_ :A • • 4� +-11I '°¢to d,„51398 k,k .rte CISTB� 4 CSSIONALG July 22,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ��- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wok' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 1(6421579 2018901 JA01 JACK-OPEN 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:13 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-Qj367jUODj_WAPAUOBdacUzp5pQ3r2_Hrx?eJpyw7MG -1-0-0 0-11-8 1-10-15 1-0-0 0-11-8 l 0-11-7 Scale=1:13.7 3 7.00 12 2 a s — — — m c 1 / r'> o c 5 6 4 C ♦ LUS24 LUS24 3x4 = 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.07 2-4 >978 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.22 2-4 >326 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 " Code IBC2015/TP12014 Matrix-P Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=188/0-5-8,4=59/Mechanical,3=46/Mechanical fØWuui4 2) Max Uplft 2 ---13(C112),3=-45(LC 12)Max Grav 2195(LC 18),4=118(LC 5),3=52(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. K' 89200PE NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60d Cr 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;ExpB;FullyExp.;Ct=1.10 -� 4 OREGON t, <i/ 3)Unbalanced snow loads have been considered for this design. / qr 20 —}. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q 14•+ eiQ► non-concurrent with other live loads. � f-1 R10- 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. EXPIRES: 12-31-2019 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 4-0-12 to connect truss(es)to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LL 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 44),w ,_$` >+ LOAD CASE(S) Standard %,��y v,:- > " o"� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 t",Fz" . r'-•, Ql, Uniform Loads(plf) - �A, Vert:1-3=-64,2-4=-204 4, 4k- 0„ k 51398 s10 slONAl " July 22,2019 I MUM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/73/2015 BEFORE USE. or 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 2018901 PLH-1814 Aria C-2x6 K6424 580 2018901 JA02 JACK-OPEN 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:14 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-uwdUL3Ue_16NoZIgav8p8iVzADnAaVEQ3blBsGyw7MF -1-0-0 3-10-15 1-0-0 3-10-15 Scale=1:17.1 3 A t 7.00 12 5 2 1 rAiiimimimimmil 16 0 C 1111 ..... 4 3x4 = 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-P Weight:21 lb FT=20% BCDL 10.0 9 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=106/Mechanical,2=251/0-5-8,4=57/Mechanical Q P R Q Max Horz 2=120(LC 12) `-�� /C<C Max Uplift 3=-96(LC 12),2=-34(LC 12) �` scS Max Gray 3=117(LC 19),2=253(LC 19),4=114(LC 5) \� ANG NFF,9 �p FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4C" �92Q0P E 29C NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.6019 , 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 yG if OREGON ,`CV 3)Unbalanced snow loads have been considered for this design. .9 '� 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs O 14, 2,0�P+ non-concurrent with other live loads. MPRO- 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. EXPIRES: 12-31-2019 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)3,2. $RRILL, op !,' �� fid, ' 51398 w� C).4,,,', .� °cis' %ff �ssiONAL-0' July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE f 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 Voss web and/or chord members only.Additional temporary and permanent bracing Ml} ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421581 2018901 JA03 Jack-Open 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:14 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-uwdUL3Ue_16NoZIgav8p8iVxhDnAaVEQ3bIBsGyw7MF • -1-0-0 2-11-8 5-10-15 1-0-0 2-11-8 2-11-8 Scale=1:23.1 3 070001.7.00 r 1i 0 I� 3x4 = 4 6-0-0I I 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:26 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=171/Mechanical,2=324/0-5-8,4=57/Mechanical D PRO Max Horz 2=176(LC 12) f�E PRO4-6, Max Uplift 3=-148(LC 12),2=-59(LC 12) �'t _`GINF C c5'f Max Gray 3=203(LC 19),2=332(LC 19),4=114(LC 5) ��C� C�„`_ NEI, (5> * 17 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right 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 f4. 441OREGON\ti Ake 3)Unbalanced snow loads have been considered for this design. /6 (� 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 �/ 4 r 2 �1�!►� non-concurrent with other live loads. h R ILA' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7 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. EXPIRES: 12-31-2019 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 3=148. L ' L, .ate ov WAS `�t,), :), i 51398 , IsTs 9 SS1ONAL C5 July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI14473 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 MiT®kA is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/7 Quality Criteria,DSB-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 2018901 PLH-1814 Aria C-2x6 K6421682 2018901 JA04 JACK-OPEN 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:15 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-M6BsYPVGILEEPjJt8cf2hv25Ad7PJyUaI FUIOiyw7ME -1-0-0 6-0-0 7-10-15 • 1-0-0 6-0-0 1-10-15 Scale=1:28.6 4 n o 3 7.00 12 1141 8 7 9 N N 6 2 1 3x4 = 5 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.06 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-5 >359 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-P Weight:31 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2. ncc (Ib)- Max Horz 2=211(LC 12) ````O PR046, Max Uplift All uplift 100 lb or less at joint(s)4,2 except 3=-187(LC 12) cSj Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 1, K6421583 2018901 JA05 JACK-OPEN 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:16 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-glkFmlW u WeN41 su3iJBH D7bH01 Te2PkjXvElw8yw7M D e 1-0-0 6-0-0 9-10-15 1 1-0-0 6-0-0 3-10-15 Scale=1:34.5 5 I� 0 4 7.00 ,2 9 h 3 I' 8 �� o 0 N 2 4 7 2 1 i ►� ILSII 3x4 = 6 6-0-0 6-0-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-6 >359 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:36 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length)2=0-5-8,3=0-3-2,4=0-1-8. Ep PR"'- (Ib)- Max Horz 2=247(LC 12) Fs Max Uplift All uplift 100 lb or less at joint(s)5,2,4 except 3=-192(LC 12) C< NGI NE 6/,0, Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 2=320(LC 1),3=263(LC 22) �� * 414 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. c 89200PE r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.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 5-7-4,Exterior(2)5-7-4 to 9-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; d OREGON l(/� Lumber DOL=1.60 plate grip DOL=1.60 ��„ .� �v. k 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 /d l fr 14 ZQ P.�. 3)Unbalanced snow loads have been considered for this design. A- 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 4.1CR R�L�- non-concurrent with other live loads. ��77 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 EXPIRES: 12-31-2019 will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,4 except (jt=lb)3=192. ALL , 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 4) iv WAS `,. le t*---_:'.. ..''t 16 r voti 4k.` t '51398 t., 4) - &SSrONAL July 22,2019 I MEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMICMIMICREFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. �x Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele ®kA is always required for stability and to prevent collapse with 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 2018901 PLH-1814 Aria C-2x6 K6421584 2018901 JA06 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:16 2019 Page 1 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-glkFmlWuWeN41 su3iJBH D7bGt1 Xz2PkjXvE Iw8yw7MD -1-0-0 3-0-0 6-0-0 11-10-15 ' 1-0-0 3-0-0 3-0-0 5-10-15 Scale=1:41.7 5 14 0 7.00 12 4 11 3 0 0 o N 0 Co 10 2 1 leiVNIMIIIIIIMII i M 6 3x4 = 6-0-0 6-0-0 Plate Offsets(X,Y)-- [2:0-0-1,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.04 6-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.11 6-9 >635 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:40 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8. <Q`E'° P R°Fe, (Ib)- Max Horz 2=283(LC 12) c ' G�N0:::°s/ Max Uplift All uplift 100 lb or less at joint(s)5,4 except 3=-176(LC 12) �N Q2 Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 2=312(LC 1),3=274(LC 22) Zia -9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 8�2 TOP CHORD 2-3=-271/250 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; © CC 44/ MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 7-7-4,Exterior(2)7-7-4 to 11-10-3 zone; �` OREGON 0. /N. cantilever left Lumber DOL=and d r ghte exposed grip e ;en 6vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; /O q y 1 4, 2-Q;\ �.1 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 rt�fR R'`� V 1� 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. EXPIRES: 12-31-2019 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. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. j,RRILL . 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4 except W �q f (jt=lb)3=176. F4" �e Q > 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. .�y 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum i4� �:' �9, sheetrock be applied directly to the bottom chord. } �� i ,4yT ? 4, 51398 � o '� 'ISTh NAL July 22,2019 A ..- I 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 MDTek" is always required for stability and to prevent collapse with 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 Cirde 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 2018901 PLH-1814 Aria C-2x6 z K6421585 2018901 JA06A JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:17 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-IVIdz5XW HyVxfOTFF 1 i WmK7SnRptnrztmZzsTayw7MC • 1-0-0 2-4-0 6-0-0 11-10-15 1-0-0 2-4-0 3-8-0 5-10-15 Scale=1:42.2 5 ' 14 7.00 12 4 9 3 W 0 N r ' �� m 8 2 o . '� IT, c N o O M.,x8 = 7 6 3x4 = 3x4 II 2-4-0 2-4-0 Plate Offsets(X,Y)-- [2:0-5-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.05 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-6 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code IBC2015/fP12014 Matrix-P Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. p 2-6:2x4 DF Std G eit,0 r R Opts REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8. f 7 C (Ib)- Max Horz 2=283(LC 12) ��_Gj F.�GINEF9 sl0#0, Max Uplift All uplift 100 lb or less at joint(s)5,4 except 3=-190(LC 12) 17 Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 2=320(LC 1),3=262(LC 22) ? 89200PE t' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-282/251 NOTES- '`' Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; -pL ,}�/_OREGON�t �4/ MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 7-7-4,Exterior(2)7-7-4 to 11-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; /Q 14, 2� Lumber DOL=1.60 plate grip DOL=1.60 M �P 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �R R 11'-,' 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs EXPI RES: 12-31-2019 non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. loltRILL ,8.q. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 4•) i WAS.F,,, `-f?, 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4 except D (jt=lb)3=190. �, ' �. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. `Off/t r. "d_ 4, 51398 atm °.¢ • GrsTs �° . SSIONA1 'G July 22,2019 a... 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 verity the applicability of design parameters and properly incorporate this design into 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 2018901 PLH-1814 Aria C-2x6 K642.1586 2018901 JA07 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:18 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-mhs?BRX92GdoGA2SpkDIJYgdWg86WID0_DjP?1yw7MB r i I 3-0-0 6-0-0 13-10-15 1-0-0 3-0-0 3-0-0 7-10-15 Scale=1:46.3 6 In 5 7.00 9 4 3 C coo 0 8 2 1 I% cZ o ►t 3x4 = 7 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 2-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-7 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-P Weight:45 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. (Ib)- Max Horz 2=320(LC 12) <RV) PROFFs Max Uplift All uplift 100 lb or less at joint(s)6,4,5 except 3=-195(LC 12) CO GIINE'FiSI �% Max Gray All reactions 250 lb or less at joint(s)6,7,4 except 2=320(LC 1),3=264(LC 22),5=279(LC 19) �� �C� �,`_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 4t. 89200PE r TOP CHORD 2-3=-344/308 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 9-7-4,Exterior(2)9-7-4 to 13-10-3 zone; OREGON cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; 44/ Lumber DOL=1.60 plate grip DOL=1.60 qY2 O�Q� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4, Q.� 3)Unbalanced snow loads have been considered for this design. MFR R 11.x- 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12-31-2019 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4,5 except rERAILL 8 (jt=1b)3=195. 4� F w A 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. O _ Ofr Al4". 116 11 I . rtt 16 4,, 51398 wa -SIONAL , July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/93/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ��- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSIITPI1 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 2018901 PLH-1814 Aria C-2x6 ,t K6421587 2018901 JA07A JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:19 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-EtQNOnYnoZlfuKdeNSk_rIDoGEULFIT9DtSyXTyw7MA 1-0-0 2-4-0 6-0-0 13-10-15 11-0-0 2-4-0 3-8-0 7-10-15 Scale=1:48.8 6 Ir 5 7.00 12 10 4 ro N 3 N co - o co 9 1 2 WI 11141.M.1.1.11011111111111111" 1► I o .1 0 o Cal 7 4x8 = 3x4 I I 3x4 = 2-4-0 2-4-0 Plate Offsets(X,Y)-- [2:0-5-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.05 2-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-7 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 7 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:49 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7:2x4 DF Std G RF'� P R OFFS REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. �'`` t‘ s/ (Ib)- Max Horz 2=320(LC 12) ��‘ �i 'N �19 Q�p Max Uplift All uplift 100 lb or less at joint(s)6,4,5 except 3=-191(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,4 except 2=320(LC 1),3=263(LC 22),5=279(LC 19) ? 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-339/304 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; 'p3/ ,�OREGON�� SCE' MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 9-7-4,Exterior(2)9-7-4 to 13-10-3 zone; 2 Al cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; �O r 4 [T Lumber DOL=1.60 plate grip DOL=1.60 M 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 RR�`-�" 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 EXPIRES: 12-31-2019 non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. ov,RRILL. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. J� WAs `�f- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4,5 except 4�, �O �� (jt=lb)3=191. QS .f •A 1� 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. h rt..„ r;<- O� ..,",„ ,..• • . ,. -fir A� 51398 �` °. , 'cGIS �` ' 4''IONAL ,0 July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10113/2015 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 2018901 PLH-1814 Aria C-2x6 K6424588 2018901 JA08 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:19 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-EtQNOnYnoZlfuKdeNSk_rIDoFEULFIT9DtSyXTyw7MA 10-0 3-0-0 6-0-0 15-10-15 T1-0-0I 3-0-0 3-0-0 9-10-15 Scale=1:52.2 6 I71 0 105 7.00 12 9 4 9 N O • 3 N 0 or 8 -' o 2 1g0/1° 7.1//' Ea IIMIMMINIS 3o „ o ►� 3x4 = 7 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 2-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-7 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:50 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. cO PpO (Ib)- Max Horz 2=357(LC 12) ��L (l1 Fee Max Uplift All uplift 100 lb or less at joint(s)6,4 except 3=-197(LC 12),5=-130(LC 12) c'� ` GINE. s� Max Gray All reactions 250 lb or less at joint(s)6,7,4 except 2=320(LC 1),3=265(LC 22),5=356(LC 19) �� V� us/ Q* FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 89200PE 9r TOP CHORD 2-3=-401/361,3-4=-271/233 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 11-7-4,Exterior(2)11-7-4 to 15-10-3 OREGON zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions $L 11 Ato shown;Lumber DOL=1.60 plate grip DOL=1.60 4), 20) 4- 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 Q 14, Q. 3)Unbalanced snow loads have been considered for this design. MFR R ILL 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12-31-2019 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4 except LL B (jt=lb)3=197,5=130. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. 49 O�WAA;S , ) ,„4- % ,.- •6 `� rp 51398�p ,°� o+oi, GISTS 'f .-' s—CONAL G July 22,2019 AWARNING-Verify design my g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray.10/g3/2015 BEFORE USE. lit 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 2018901 PLH-1814 Aria C-2x6 t, K6421589 2018901 JA08A JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:20 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-j4_Ib7ZPZttW WUCgx9FDOzlzOega_CjJSXCW3vyw7M9 '' T1-0-0 2-4-0 6-0-0 15-10-15 l-0- 01 2-4-0 3-8-0 9-10-15 Scale=1:55.2 6 I4 115 7.00 12 10 4 ao Na, 3 rn 9 0 2 11rs a 3. '- •• 8 7 4x8 = 3x4 I I 3x4 = 2-4-0 2-4-0 Plate Offsets(X,Y)-- [2:0-5-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.05 2-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-7 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 7 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-P Weight:54 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7:2x4 DF Std G �a RR°Fes REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. �. ``GENE s/ (Ib)- Max Horzli2=356(LCA12) ��Nr` `` F9 QApf Max Uplift All uplift 100 lb or less at joint(s)6,4 except 3=-192(LC 12),5=-130(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,4 except 2=320(LC 1),3=263(LC 22),5=356(LC 19) 89200PE FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 07 TOP CHORD 2-3=-396/356,3-4=-271/233 NOTES- fl CC 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; 74^ ,,OREGON � ACU MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 11-7-4,Exterior(2)11-7-4 to 15-10-3 `2-°-\ P+ zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactionsshown; /Q 14, late 2)TCLL:ASCE 7r 0;Pf=25 0p psf(flat roof now);Category I I;Exp B;Fully Exp.;Ct=1.10 /1/ -R R i�^`` v 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs EXPI RES: 12-31-2019 non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. .ALL ., 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. �'9 w " 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4 except d „t (jt=lb)3=192,5=130. � � ;, �.A 14 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. A�5;� �, r It' 51398 ke, 90 , GISTSR 'CS'SIGNALG July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421590 2018901 JA09 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:21 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-BGY8pSa 1 KB?N7enOUtrnSwA1812ApjfzSgBx3cMyw7M8 11-0-0� 3-0-0 6-0-0 17-10-15 1-0-0 3-0-0 3-0-0 11-10-15 Scale=1:58.1 8 I4 7 ,2 1:6 4x6 i11111111111111111111111/ o S _q 4 7.00 [Ti O o � 3 10 o 2 1o to �� o E. 3x4 = 9 6-0-0 6-0-0 LOADING (ps125 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 2-9 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-9 >359 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:56 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,9=Mechanical,8=Mechanical,3=0-3-2. ` (Ib)- Max Horz 2=393(LC 12) `1°) PROFFS Max Uplift All uplift 100 lb or less at joint(s)8,5,7 except 3=-199(LC 12),6=-134(LC 12) 5� GINF :0 Max Gray All reactions 250 lb or less at joint(s)9,8,5 except 2=320(LC 1),3=265(LC 22),6=315(LC 19), ,� FR 0 7=305(LC 19) ��' "Or FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE 9r TOP CHORD 2-3=-458/414,3-5=-327/285 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.ll;Exp B;Enclosed; Q Q MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 13-7-4,Exterior(2)13-7-4 to 17-10-3 OREGON Os l�/ zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions L/ �qr 241 4� late 2)TCLL:ASCE 7r 0;Pf=25 0p psf(atp roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 O i 4 e�,P 3)Unbalanced snow loads have been considered for this design. � R R��►� v 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. EXPI RES: 12-31-2019 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. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6,7. .0RRILL 8 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,5,7 except �� wAs 1f- (jt=lb)3=199,6=134. 0 � 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7. /j..j C�Am A' �p W'. . ,4 �/ ` ?/ An o 0 51398 .qk GrsTSR c"' Ss40NAL G July 22,2019 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI;} I'ek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 4. K6421591 2018901 JA09A JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:22 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-fS6W0obf5U7EloM D2aHhTOrJWSW2S6Dcvncc8oyw7M7 1-0-0 2-4-0 6-0-0 17-10-15 i-0-0I 2-4-0 I 3-8-0 I 11-10-15 I Scale=1:61.6 8 III- 7 0 13 12 6 4x6 �i 01, `9 5 `v o 7.00 12 4 410' o 3 11 0 2 1 /111111171/1 `9 o _ O o 4x8 - 10 9 3x4 — 3x4 II 2-4-0 2-4-0 Plate Offsets(X,Y)-- [2:0-5-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.05 2-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-9 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:60 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-9:2x4 DF Std G Coo PRpyre. s REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,9=Mechanical,8=Mechanical,3=0-3-2. ` `,GENE n `S f (Ib)- Max Horzli2=392(LCA12) ��C? *,v- Max Q�pf Max Uplift All uplift 100 lb or less at joint(s)8,5,7 except 3=-193(LC 12),6=-134(LC 12) Max Gray All reactions 250 lb or less at joint(s)9,8,5 except 2=320(LC 1),3=264(LC 22),6=315(LC 19), 89200PE 7=305(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-453/409,3-5=-327/285 NOTES- -p' OREGON lt/; 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; L1.140'�qY fLO‘ '� MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 13-7-4,Exterior(2)13-7-4 to 17-10-3 j Q, `!. 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=1.60R R 1�.," 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. EXPIRES: 12-31-2019 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. .RRILL 8 A:t8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6,7. �,� �O wAsr, R ?, 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,5,7 except Q �+ (jt=lb)3=193,6=134. H' x' 91 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7. ' ;.r "`¢+ 4, 51398 i� �� L'GISTE�� �''SIONALS�� July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MT®ka is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K642.1592 2018901 JA10 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:22 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-fS6W0obf5U7EloMD2aHhTOrI ESW2S6Dcvncc8oyw7M7 3-0-0 6-0-0 19-9-15 3-0-0 3-0-0 13-9-15 Scale:3/16"=1' 7 I4 116 10 5 4x6 7.00 12 3 00111111111100011111111111.11111111111.1111111111111111111111111111111 P;*4 2 ° 9 1 0 0 3x4•= 8 6-0-0 6-0-0 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 0.27 Vert(LL) -0.06 1-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 1-8 >359 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.01 7 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-P Weight:58 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)1=0-5-8,8=Mechanical,7=Mechanical,2=0-3-2. G p P R p (Ib)- Max Horz 1=415(LC 12) C�G UFA- ,<;c, Max Uplift All uplift 100 lb or less at joint(s)7,4 except 2=-204(LC 12),5=-134(LC 12),6=-129(LC 12) CD G 1 N� W Max Gray All reactions 250 lb or less at joint(s)1,8,7,4 except 2=272(LC 22),5=271(LC 22),6=382(LC 19) �,� N FiQ �2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E 9r TOP CHORD 1-2=-519/463,2-4=-381/334,4-5=-301/263 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 15-6-4,Exterior(2)15-6-4 to 19-9-3 d Cr zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions -7G- A_OREGON 44/ shown;Lumber DOL=1.60 plate grip DOL=1.60 /Q '1k j. j 2Q\ 1k 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4, ee'P 3)Unbalanced snow loads have been considered for this design. 4/ F/R I L\.- 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. EXPI RES: 12-31-2019 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5,6. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,4 except(jt=lb) 2=204,5=134,6=129. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,4,5,6. of LI, & 44) ov WAS '�#>, JO rj Riot rti 4, 51398 w °� 4ors1ER� �SSjQNAL V". July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and 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 2018901 PLH-1814 Aria C-2x6 .+. K6421593 2018901 JA10A JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:23 2019 Page 1 I D:BsCgOEd1 SnRWxunc3?PJ Ukz?3ff-7fguE8bHsoF5NxxPclpwObNUGrsH BZSI8VQAgEyw7M6 1-0-0 2-4-0 6-0-0 19-10-3 1-0-0 2-4-0 3-8-0 13-10-3 Scale=1:70.2 8 Ir7-!- 0 7 13 12 6 • 4x6 i 5 7.0012 4 3 l' 11 02 1 .i I� 26 ti: o axa - 10 9 3x4 = 3x4 II 2-4-0 2-4-0 Plate Offsets(X,Y)-- [2:0-5-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.05 2-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.15 2-9 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:65 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-9:2x4 DF Std G �G a P p O�c REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,9=Mechanical,8=Mechanical,3=0-3-2. 4\ 4 ' R c ss (Ib)- Max Horz 2=428(LC 12) !�G N��Lj �Q. Max Uplift All uplift 100 lb or less at joint(s)8,5 except 3=-194(LC 12),6=-134(LC 12),7=-129(LC 12) v ) Max Gray All reactions 250 lb or less at joint(s)9,8,5 except 2=320(LC 1),3=264(LC 22),6=273(LC 19), Q' 89200PE r 7=392(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-509/460,3-5=-382/335,5-6=-301/264 NOTES- © C?REGONi� �t(f 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; 9�"If 2� MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 15-6-8,Exterior(2)15-6-8 to 19-9-7 O 14, p. zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions v shown;Lumber DOL=1.60 plate grip DOL=1.60 MFR R I li_.\- 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. EXPIRES: 12-31-2019 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. RRIz-z 9 8)Refer to girder(s)for truss to truss connections. y.) v WAS `'f 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6,7. • 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,5 except0 �".,�°? ,& (jt=1b)3=194,6=134,7=129. .14•144,-r;,.. O digi 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7. r ' � X16 51398, Ak .c GrsTe SSIONAL 'G� July 22,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. m1[" 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 r ®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 ANSIITP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety/nformatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6424594 2018901 JB01 JACK-OPEN 6 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:24 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-brDGRUcvd6Ny_5VbA?K9YpwiKFMhw0ivN9AjCgyw7M5 -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:11.5 3 7.00 12 2 1 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/TP12014 Matrix-P Weight:11 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=49/Mechanical,2=150/0-5-8,4=19/Mechanical cD PRS Max Horz 2=71(LC 12) Fks Max Uplift 3=-48(LC 12),2=-38(LC 12) � _`GENE c0 Max Gray 3=55(LC 22),2=156(LC 18),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. Gtr 89200PE 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 "P°4 •OREGON D� �l(t 3)Unbalanced snow loads have been considered for this design. /0 AD' 14 20� � 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 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. 7 ri 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. EXPIRES: 12-31-2019 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)3,2. og,RR.ILL 8 OF WAs 1-f j, 4,0 51398 .���rsTs��° sSIONALG July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* ek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 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 2018901 PLH-1814 Aria C-2x6 t K6421595 2018901 JW01 JACK-OPEN GIRDER 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:24 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-brDGRUcvd6Ny_5VbA?K9YpwiKFIUwOivN9AjCgyw7M5 -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 i 2 1 cP 12 V =, 5LUS24 4 CI „ 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 0.35 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 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=168/0-5-8,4=39/Mechanical,3=65/Mechanical ip PRO��+ Max Horz 2=69(LC 12) `�d`` Fss Max Uplift 2=-25(LC 12),3=-75(LC 12) CO tyGIINFF /p Max Gray 2=175(LC 18),4=78(LC 5),3=74(LC 38) mac, S!. "Y'9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Lt. 89200PE r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON �Cr 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 32, �0, 4 3)Unbalanced snow loads have been considered for this design. /Q '9}, 4 no -� 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /j,� � �� non-concurrent with other live loads. MF►-I RIO- 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. EXPIRES: 12-31-2019 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 10) Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect truss(es)to back face of bottom chord. �.TL 11)Fill all nail holes where hanger is in contact with lumber. L e 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)52 lb down and 67 lb up at �� WAS ‘.r, 1-10-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). • AV G'1, �vP LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 4 Uniform Loads(plf) �� Vert:1-3=-64,2-4=-20 Iv ':k"Concentrated Loads(lb) 1,1%4isR Vert:3=-19(B) , (} SrONAL S4 C•1 22,2019 MEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8811-7473 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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/TPlt 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 2018901 PLH-1814 Aria C-2x6 K6424596 2018901 JW02 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:25 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-31 nefgdYOPVpcF4ojirO50TsOffGfTy2bpvH17yw7M4 -1-0-0 1-11-8 3-10-15 1-0-0 I 1-11-8 1-11-7 Scale=1:17.1 3 7.00 12 5 iiii0001 2 1 riAMMIMIIIMMINIIIIai 1� Y 4 2 cIIIIM c =, 3x4 = 4-0-0 4-0-0 LOADING (psf) 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.03 2-4 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight 18 lb FT=20% 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) ��EO PR Oren Max Uplift 3=-96(LC 12),2=-46(LC 12) c' GINE s> Max Gray 3=117(LC 19),2=233(LC 19),4=74(LC 5) �� V� F,q 0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 4,' 89200P E 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 10 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 -74, 4,OREGONix AslU 3)Unbalanced snow loads have been considered for this design. < c�r 24'1 4 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 O 14, e- non-concurrent with other live loads. M&•R R 11A- ` -5)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. EXPI RES: 12-31-2019 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)3,2. votRILL, 4) tv WAS I >, " ,�� �� fr Q! 4t ' . r ° 47k- �o4,,51398,4198,4, w .t ,COSTat NAL July 22,2019 � 1 .. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 t K6421597 2018901 JW03 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:26 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-XEL1 sAeA9jdgEPf_HQMddE??b3?VOwCBgTfgHZyw7M3 -1-0-0 2-0-0 4-0-0 5-10-15 1-0-0 2-0-0 2-0-0 1-10-15 Scale=1:23.0 3 A II 7.00 12 5 0 N p C1M 2 1 1 "All Es- 3x4 = 4 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 0.25 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/TP12014 Matrix-P Weight:23 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=173/Mechanical,2=291/0-5-8,4=37/Mechanical PR 0�Max Horz 2=172(LC 12) (170esMax Uplift 3=-149(LC 12),2=-65(LC 12) NGINE,t 6>,_ Max Gray 3=203(LC 19),2=298(LC 19),4=74(LC 5) 9 29FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 89200P E r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.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;ExpB;FullyExp.;Ct=1.10 'Q OREGON �(/ ) 9 ry (� 2j ,SDs 3)Unbalanced snow loads have been considered for this design. / 'qr 20 r. 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 1 4+ �Q� non-concurrent with other live loads. MFR R I,—\- 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. EXPIRES: 12-31-2019 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 3=149. RILL, 44) ov .ii�'' ,....„,„..,47..,i4.„,,,,,''�V°: 4 "deo ,g 51398 a,, ersT� vSSIONAL•OG July 22,2019 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 �R a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 2018901 PLH-1814 Aria C-2x6 K6424598 2018901 JW04 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:26 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-XEL1 sAeA9jdgEPfHQMddE?xf3?VOwCBgTfgHZyw7M! -1-0-0 2-0-0 4-0-0 7-10-15 1-0-0 2-0-0 2-0-0 3-10-15 Scale=1:29.0 3 III • 8 1 oi 7.00 12 7 6 9 N N 4 a 5 2 awN 1• 'imlimumilmd 3x4 = 4 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 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/TP12014 Matrix-P Weight 28 lb FT=20% BCDL 10.0 g 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. (lb/size) 3=239/Mechanical,2=353/0-5-8,4=37/Mechanical Max Horz 2=209(LC 12) ��EO PROpk, Max Uplift 3=-171(LC 12),2=-91(LC 12) '` GIF s0 Max Gray 3=291(LC 19),2=365(LC 19),4=74(LC 5) Cil. V� Fig �A_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Gtr 89200PE 9< NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 3-7-4,Exterior(2)3-7-4 to 7-10-3 zone; Q 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 -9 OREGON DR 45 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 L/O�q y '4' Za'� 1� 3)Unbalanced snow loads have been considered for this design. fbP 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 M� R R t Lk- 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 EXPIRES: 12-31-2019 will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 3=171. .0,RRILL , 44) OV W� > G, j -(f � 44, 1 +�51398 ci G/ST'S �ssI0NAL �� July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M 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 Milt*. is always required for stability and to prevent collapse with 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 2018901 PLH-1814 Aria C-2x6 1 K6421599 2018901 JW05 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:27 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-?QvP3WeowllXrZEAr7tsARYODTLk7NSL37ONp?yw7M2 -1-0-0 2-0-0 4-0-0 9-10-3 1 1-0-0 2-0-0 2-0-0 5-10-3 Scale=1:34.8 3 ;1-.' o 7.00 12 8 7 6 • rn M T 0 Jr 5 0 2 1 i w r , ►/ 3x4 = 4 4-0-0 4-0-0 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 0.83 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 * BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight 33 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=302/Mechanical,2=415/0-5-8,4=37/Mechanical Ep pRO� Max Horz 2=244(LC 12) �� e�' Max Upl3=378(L C 12,,2 (LC 12) ��, tNGINFF cS'/0 Max Gray 3=378(LC 19),2=431(LC 19),4=74(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. t' 89200P E r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 5-6-8,Exterior(2)5-6-8 to 9-9-7 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; CO OREGON �(/� Lumber DOL=1.60 plate grip DOL=1.60 74- 4l 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 /Q ''11" 1 4 t 20 Q+ 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 ��'jb R 1,►`'' non-concurrent with other live loads. ��77 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 EXPIRES: 12-31-2019 will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 3=195,2=111. ALL 4S9 iv WAS , ), iff, iiree. ,.? 11 -;r' r tl., 51398, g, G/S �SSIQNALSXyG July 22,2019 I IIMMIN A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/13/2015 BEFORE USE. mitDesign valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with 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 2018901 PLH-1814 Aria C-2x6 K6421600 2018901 JX01 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:28 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUIcz?3ff-UcTnHsfQhKtNTjpNPrO5if5NJskdsqiUHn8xLSyw7M1. -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:11.2 3 7.00 12 2 1 AIIIMIIII I73 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 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=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=46/Mechanical,2=148/0-5-8,4=19/Mechanical Max Horz 2=69(LC 12) fC�ED PROFFs Max Uplift 3=-45(LC 12),2=-37(LC 12) C"` *AG INE s> Max Gray 3=52(LC 22),2=156(LC 18),4=39(LC 5) r� V`- FR QA FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4�C! 89200P E 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0 OREGON 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 7L \1)' �40 3)Unbalanced snow loads have been considered for this design. / '9 ..1 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 1 4, 2 ...,:?..• non-concurrent with other live loads. 44 -R R I L\- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. +�77 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. EXPI RES: 12-31-2019 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)3,2. ov'RRIL L , .44 OV WAS 1 :, e dP " : 15r . i{ ed 4k`51398 � °'e ' ,FFG/STEW ssI©NAL ' July 22,2019 WARNING-Verifydesign t MINN A g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10W3/2015 BEFORE USE. jot Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Niel(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018901 PLH-1814 Aria C-2x6 w K6421601 2018901 JX02 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:28 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-UcTnHsfQhKtNTjpNPrO5if5MPskdsgiU Hn8xLSyw7M 1 • -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1-10-15 Scale=1:17.3 3 If/ ;:t 0 7.00 12 5 0 N N N N 2 1 ►i 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-P Weight 15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical,2=204/0-5-8,4=19/Mechanical 0EPRO/ Max Horz 2=120(LC 12) � � Fs � Max Uplift 3=-99(LC 12),2=-54(LC 12) _` �C. s� Max Gray 3=127(LC 19),2=206(LC 19),4=39(LC 5) ( GINo j�r9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. It. 89200P E r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;ExpB;FullyExp.;Ct=1.10 'y� OREGON to ) 9 N L„ � �� 3)Unbalanced snow loads have been considered for this design. 1140 ..1/- �Q �. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs A' 1:414'r �P non-concurrent with other live loads. '1 p ``, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 will fit between the bottom chord and any other members. EXPI RES: 12-31-2019 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)3,2. OCL Bq, 44) 0'WASFtr, `'t,�a, :.�Y°.C �' P A 7 . 414 ,i,, 5139$ Az,'..t, 0IS`T8 NAL July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6424602 2018901 JY01 JACK-OPEN GIRDER 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 S Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:29 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-yo19UCg2Se?E5sOZyYvKFsdY_GtUbHyeWRtUuuyw7M0 -1-0-0 0-11-8 1-10-15 1-0-0 I 0-11-8 0-11-7 Scale=1:13.7 3 7.00 12 2 1 - - h ♦ 5 6 4 LUS24 LUS24 3x4 = 3-0-0 � 6-0-0 I3-0-0 3-0-0 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.07 2-4 >978 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.93 Vert(CT) -0.22 2-4 >326 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=188/0-5-8,4=59/Mechanical,3=46/Mechanical p PRQ Max Horz 2=69(LC 10) f�� Fks Max Uplift 2=-13(LC 10),3=-45(LC 10) �' ` `GINE /S/ Max Gray 2=195(LC 16),4=118(LC 5),3=52(LC 20) N V`_ 4.4? a FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. � v 89200PE 9 � r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 9 OREGON 4/' 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 'L A_ k�V 3)Unbalanced snow loads have been considered for this design. 41 .9r 201 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 14, ,,,v., non-concurrent with other live loads. 41FiRII-k- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC 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. EXPIRES: 12-31-2019 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect truss(es)to front face of bottom chord. 11) Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 4-0-12 from the left end to connect 1.R1.I1, 8 truss(es)to front face of bottom chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down. ,Y WAS. "t' 12) Fill all nail holes where hanger is in contact with lumber. Q .:V .,)+ 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). os • rf" ;, G'TO'�'7,+1LOAD CASE(S) Standard I. tt4 f . 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) 47 Vert:1-3=-64,2-4=-20 4 � rj3 51398 ' o4`'crsTEV- .+, Ss,IONAL 9' July 22,2019 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mu Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi; lek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 r K6421603 2018901 JY02 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:30 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-Q?bXiXhgDy75i0zIWGRZo4Ai8gEwKkBnI5d2QKyw7M? e -1-0-0 1-11-8 3-10-15 1-0-0 1-11-8 1-11-7 Scale=1:17.1 3 TA 7.00 12 5 2 1 . !Al Io c „ 4 CI ►- 3x4 = 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:21 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=106/Mechanical,2=251/0-5-8,4=57/Mechanical QE fl PROF A Max Horz 2=120(LC 12) % -x, 5I Max Uplift 3=-96(LC 12),2=-34(LC 12) %q\ v!NGINE•e /D Max Gray 3=117(LC 19),2=253(LC 19),4=114(LC 5) �� `i �9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 4t' 89200PE r. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)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 C) 2)TCLL:ASCE 7-10;Pf=25.0 psf flat roof snow);Category 11;ExpB;FullyExp.;Ct=1.10 -E OREGON G!/ ( ) 9 N 4-/.0-7,./ i ,EDF 1. 3)Unbalanced snow loads have been considered for this design. 14 2,0\0;4. � -l• 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /j,� 4,,t.non-concurrent with other live loads. '`. F1 FtILA' 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. EXPIRES: 12-31-2019 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)3,2. FRRILL 9 444 iv WAS , 14-„), :29 oi,t7;!...,A l'P ; ,i SIQNALC., July 22,2019 I MINIM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITA' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 2018901 PLH-1814 Aria C-2x6 K6424604 2018901 JY03 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:30 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-Q?bXiXhgDy75i0zIWGRZo4AgbgEwKkBnl5d2QKyw7M? -1-0-0 2-11-8 5-10-15 1 1-0-0 2-11-8 2-11-7 Scale=1:22.8 3 i • 7.0012 io.••••••/ 5 2 i 1 : 16 m ii 3x4 = 4 6-0-0I I 6-0-0 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight 26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=173/Mechanical,2=311/0-5-8,4=57/Mechanical Max Horz 2.172(LC 12) ,..00 PROFen Max Uplift 3=-149(LC 12),2=-53(LC 12) ' G�NiE s/ Max Gray 3=203(LC 19),2=318(LC 19),4=114(LC 5) (01. (�N GINE.". 0� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �w 89200PE 9I" 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 -PL OREGON OR A 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 !� '9r 4 12°ap.4 non-concurrent with other live loads. /111:1R"` [V.+ 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. EXPIRES: 12-31-2019 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=1b) 3=149. oV`RR LL 4 44) •F WAs ,, `+f,,, i,,<«-,1, •�t ifs '- 0411, vI 51398 kr, °k °GiszSR° CSSIONALS'1/43" July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8111-7473 rev.10/13/2015 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 and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 r K6421605 2018901 JY04 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:31 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJU kz?3ff-uB8vvti I_FFyKAYx4zyoKHinP4a93BRw_IMbymyw7M_ -1-0-0 3-0-0 6-0-0 7-10-15 1-0-0 l 3-0-0 3-0-0 1-10-15 Scale=1:28.6 3 q A o 8 7.00 12 7 - 6 9 , N N V) O 5 2 ci y,c 1 Q m/ 3x4 = 4 6-0-0 I 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:31 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=239/Mechanical,2=373/0-5-8,4=57/Mechanical Max Horz 2=209(LC 12) fyF,D PR°Pes Max Uplift 3=-171(LC 12),2=-79(LC 12) 5\ ! GINE/� Li> Max Gray 3=291(LC 19),2=385(LC 19),4=114(LC 5) � V� `I9 0 4. FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. CC89200P E c" NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 3-7-4,Exterior(2)3-7-4 to 7-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; d QREGON iv Cr Lumber DOL=1.60 plate grip DOL=1.60 "G 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 /Q ��• 14 2() . 3)Unbalanced snow loads have been considered for this design. /►� �Q► 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs -R R,L'- 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 EXPIRES: 12-31-2019 will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 3=171. 44) 0v wasr `1f�, op- "--- -v0 'tt p....,---- , ,A0il . ...„,....,,. i Jr' l �0 4,„51398.,0 w '+i�, GISTS. 0 4`SIQNALt) July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 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/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 2018901 PLH-1814 Aria C-2x6 K6429606 2018901 JY05 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:31 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-uB8vvtil_FFyKAYx4zyoKHiiD4a93BRw_IMbymyw7M,, -1-0-0 3-0-0 6-0-0 9-10-3 1 1-0-0 I 3-0-0 3-0-0 3-10-3 Scale=1:34.4 3 n i o 7.00 12 8 7 6 • 0,w ro ,r,5 2 1 9; IMIIIIMMERMIIIIIIIIIIIIII, ►t 3x4 = 4 6-0-0 I 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.19 2-4 >359 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:35 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=302/Mechanical,2=435/0-5-8,4=57/Mechanical Ccp PRp Max Horz 2=244(LC 12) , C_4L Fes Max Uplift 3=-195(LC 12),2=-99(LC 12) \l`� G(N F tS/ Max Gray 3=378(LC 19),2=451(LC 19),4=114(LC 5) �,`' Fi�l a2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �� 89200P E 9C" NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-10-0 to 2-2-0,Interior(1)2-2-0 to 5-6-8,Exterior(2)5-6-8 to 9-9-7 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and fortes&MWFRS for reactions shown; OREGON �Ct Lumber DOL=1.60 plate grip DOL=1.60 �L 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 /Q • 1 4, 2.° 4 -47:ii' 9} 3)Unbalanced snow loads have been considered for this design. 0' 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 4i R 10-- non-concurrent with other live loads. n 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 EXPIRES: 12-31-2019 will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 3=195. vfORILL .9.4 ,71,4 iv WAS , +1), yr ,. 4 I 51398) E, ,s GISTEW �SSIONAL G July 22,2019 A WARNING-Verify designt my g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7177 rev.1 M03/2015 BEFORE USE. m �` 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/TPI7 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 2018901 PLH-1814 Aria C-2x6 i. K6421607 2018901 JZ01 JACK-PARTIAL 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:32 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-MNi17DixIZOpyK78egT1 tVF3KU 1 Joeh4CO67TDyw7Lz ' -1-0-0 1-10-15 1-0-0 1-10-15 Special Scale=1:11.2 3 7.00 112 Tiiii 2 III 112 i5LUS24 4 cyll� '/ 3x4 = 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 0.04 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 Vert(CT) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-P Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=68/Mechanical,2=167/0-3-8,4=39/Mechanical ciEO PROF Max Horz 2=69(LC 12) ��T` CSs Max Uplift 3=-76(LC 12),2=-25(LC 12) \C� NG i NFF /� Max Gray 3=75(LC 38),2=173(LC 18),4=78(LC 5) �� � 29 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �92QdP E t' NOTES- 1)Wind:ASCE 7-10;Vult=14Omph(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 d 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;ExpB;FullyExp.;Ct=1.10 p A_OREGC)N lCi 3)Unbalanced snow loads have been considered for this design. / -T 2� -{- 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 � 4 f �P non-concurrent with other live loads. ' R R I L\,,, 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. EXPIRES: 12-31-2019 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)3,2. 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect truss(es)to front face of bottom chord. _r`"�� 1 11) Fill all nail holes where hanger is in contact with lumber. L, 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)52 lb down and 68 lb up at 4S? Q� 1-10-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. "0R:. �{� 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -yr Cr', ;4 op•err `•% • LOAD CASE(S) Standard 'IIS tre% • 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) r'r Vert:1-3=-64,2-4=-20 rd 4V 51 98 �4V Concentrated Loads(Ib) ci 'CGtsr .9 Vert:3=-20(F) �SSIONALG July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 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 brsang of trusses and truss systems,see ANSI/TIM 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 2018901 PLH-1814 Aria C-2x6 K6424608 2018901 JZ02 JACK-PARTIAL 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:33 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-gaGgKZjZVtWgZUhKBO_GPioDGtNuX5xDR2rhOfyw7L1 -1-0-0l 3-10-15 1-0-0 3-10-15 Scale=1:17.1 3 r/ 7.00 12 5 2 a 1BAIIIMIIIMIIMII 1 Io a . 4 3x4 = 4-0-0I I 4-0-0 TOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (hoc) 1/deft L/d PLATES GRIP CLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.04 2-4 >999 180 BCLL 0.0 • Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix-P Weight:18 lb FT=20% 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) 0,0 PROF S Max Uplift 3=-97(LC 12),2=-44(LC 12) G'` _`G)NE s� Max Gray 3=122(LC 19),2=230(LC 19),4=76(LC 5) #� V`� Fj4j Cj� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �� 89200PE -3",.. NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 yG OREGON tk A4 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 '9r 14, 2���,-�- non-concurrent with other live loads. /� Fi R IAA- 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. EXPIRES: 12-31-2019 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)3,2. ALL 0A9 O WAS.tri ), No IA .„-;.,<... .;,` '1 �v ,p 51398 �,� GfSTBR ' ' IONAL G July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/73/2015 BEFORE USE. mill* Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 ,. K6421609 2018901 SA01 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:34 2019 Page 1 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-Img2XvkBGAeXBeG WI5WywKPoHn 1 GYBNgibEY5yw7Lx 4 -1-0-0 1-10-15 1-0-0 • I 1-10-15 Scale=1:11.2 3 7.00 12 2 1 PAAIIIi cPO 0 = 3x4 = 4 2-0-0 I I 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight 10 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=46/Mechanical,2=148/0-5-8,4=19/Mechanical EO PROs Max Horz 2=69(LC 12) G Max Uplift 3=-45(LC 12),2=-37(LC 12) 5� � GINE scr> Max Gray 3=52(LC 22),2=156(LC 18),4=39(LC 5) 4�c.) �`_ Fit}3 0A9• ` FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE v NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 d tr 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 174. 4,OREGON C(/ 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 /O llY 14, 20 �- non-concurrent with other live loads. 4f�p77 R 1LL V 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. EXPIRES: 12-31-2019 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)3,2. 44) ov WAS4414>, 41 , 1 4.,51398 �,� s�40NAL G July 22,2019 a.. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and 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 2018901 PLH-1814 Aria C-2x6 K6421610 2018901 SA02 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:34 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-Img2XvkBGAeXBeG WI5WywKOuHn1 GYBNgibEY5yw7Lkt -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1-10-15 Scale=1:17.3 3 r n 0 7.00 12 5 9 0 N N N N 2 c 1f a 1 ,1 brall C hall 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:15 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical,2=204/0-5-8,4=19/Mechanical PR n Max Horz 2=120(LC 12) Fk,y Max Uplift 3=-99(LC 12),2=-54(LC 12) ..<(.013t_`G'�Ec.''',Ns, Max Gray 3=127(LC 19),2=206(LC 19),4=39(LC 5) �Cn� v`_ i4 �� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE 91' NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Q a- 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 -IL- OREGON �!C! 3)Unbalanced snow loads have been considered for this design. / '9 dN 1 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 O A 14, 2 ��+.T non-concurrent with other live loads. rvf�Fi R �V• 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. EXPI RES: 12-31-2019 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)3,2. z It 44) OV WAS 4) AO tr e"'0 ' ' -. ;4?/ ... 51398 4f4-,,O �GIST1 SsIONAL Gl July 22,2019 I 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421611 2018901 SA03 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:35 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-myOQIFlp1 UmOpnrjJpOkV7taYh7G?_RWuMKn4Yyw7Lw r -1-0-0 1-10-15 1-0-0 I 1-10-15 Scale=1:11.2 3 7.00 12 i 2 1 MilliMill 0 rn 0 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-P Weight:10 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=46/Mechanical,2=148/0-5-8,4=19/Mechanical Ep pROF Max Horz 2=69(LC 12) `� es Max Uplift 3=-45(LC 12),2=-37(LC 12) �5\ �GINEF s>0 Max Gray 3=52(LC 22),2=156(LC 18),4=39(LC 5) �v,, ?9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. LX' 89200PE f NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 7 A_OREGON to 3)Unbalanced snow loads have been considered for this design. /Q q}� i 4 r�Q -�- 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. ''RR 11-'- [� 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. EXPIRES: 12-31-2019 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)3,2. ,RR1LL 8 tO'y 4 •ts 4,�51398 41 +�' GISTB �SSIONAL July 22,2019 AWARNING-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 MiTela connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ; building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI I{ 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/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 2018901 PLH-1814 Aria C-2x6 K6421612 2018901 SA04 JACK-OPEN 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 S Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:35 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-myOQlFlpl UmOpnrjJpOkV7tZeh7G?_RWuMKn4Yyw7Lw4 -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1 1-10-15 Scale=1:17.3 3 n 0 7.00 12 5 9 0 ry N N ry 1 2 '' IW C _W_ 3x4 = 4 I 2-0-0 2-0-0 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight 15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical,2=204/0-5-8,4=19/Mechanical Max Horz 2=120(LC 12) �,ED PR OFFSS , Max Uplift 3=-99(LC 12),2=-54(LC 12) c'` GENE s/ Max Gray 3=127(LC 19),2=206(LC 19),4=39(LC 5) N Fj!)j Q� �w FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE '9) NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Q Q 2)TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 -7, A_'67OREGON oto 3)Unbalanced snow loads have been considered for this design. e� 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 14, 2��p� non-concurrent with other live loads. MR R'LN- 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. EXPI RES: 12-31-2019 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)3, vs.titRILL B 44 of WAsj *t), opi.�s , . Kli 4k' **¢ 51398 s`r<ONALPG July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mired(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 ,y K6421613 2018901 SW01 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:36 2019 Page 1 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-F9yoyblRoouFRxQvtWYz1 LQI I5TVkRgg704Ld_yw7Lv 4. -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:11.2 3 7.00 12 2 1 • ' Lr; 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!nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:10 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=46/Mechanical,2=148/0-5-8,4=19/Mechanical Max Horz 2=69(LC 12) `,�O PR QF�;`s Max Uplift 3=-45(LC 12),2=-37(LC 12) Co _`G INE W Max Gray 3=52(LC 22),2=156(LC 18),4=39(LC 5) �� �`` F9 0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4t 89200PE Yr" 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 C) tr 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;ExpB;FullyExp.;Ct=1.10 -9 OREGON Co ) 9 rY G \� A 3)Unbalanced snow loads have been considered for this design. / 4I�. fZQ �. 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 14, e� non-concurrent with other live loads. *FIR%0- 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. EXPIRES: 12-31-2019 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)3,2. .0.1tRILL. 44 ov wAs fP�, r5 51398 -SIQNAL � July 22,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.1003/2015 BEFORE USE. In Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI I;� Okw is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421614 2018901 SY01 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:37 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-jLWBAxm3Z50625?5QE3CaYywzVocTuwpMgpu9Qyw7Lu -1-0-0 1-10-15 1-0-0 I 1-10-15 Scale=1:11.2 3 7.00 12 2 1 MIIMIIMF1 I1 3x4 = 4 2-0-0 2-0-0 l LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 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/TP12014 Matrix-P Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=46/Mechanical,2=148/0-5-8,4=19/Mechanical cD PRO 4-.0 Horz 2=69(LC 12) f�` 4-.0 Max Uplift 3=-45(LC 12),2=-37(LC 12) G,'`C� `\ GI NFF9 s,19 Max Gray 3=52(LC 22),2=156(LC 18),4=39(LC 5) CO' * FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. cc 89200PE 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 d Q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 -32. ,,OREGON k44.1 3)Unbalanced snow loads have been considered for this design. <0 Ay 4 2ON �� 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 e. non-concurrent with other live loads. �8ll-- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC 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. EXPIRES: 12-31-2019 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)3,2. .OL. '4 0iV was 1f;', rit) 4, 51398 k,� o 4'• orsrsw� sSjoNA1G� July 22,2019 U MW A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with WOKE)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 y K6421615 2018901 SY02 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:37 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJ Ukz?3ff-jLWBAxm3Z50625?5QE3CaYyv8VokTuwpMgpu9Qyw7Lu I. -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1-10-15 Scale=1:17.3 3 0 7.00 12 5 a. 9 0 :1,1 N N N 2 1 ;1 CI ►: 3x4 = 4 2-0-0 2-0-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 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 * BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical,2=204/0-5-8,4=19/Mechanical ED PROFrr Max Horz 2=120(LC 12) `� ["s, Max Uplift 3=-99(LC 12),2=-54(LC 12) `�� NGINEte; 0., Max Gray 3=127(LC 19),2=206(LC 19),4=39(LC 5) mac, 29 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. (t' 89200P E t' NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ) it 2)TCLL:ASCE 7-10;Pf=25.0 psf flat roof snow);Category II;ExpB;FullyExp.;Ct=1.10 -7OREGON ( ) 9 rY G N� A 3)Unbalanced snow loads have been considered for this design. / 'Qr 2 -}. 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 14, �� non-concurrent with other live loads. "R R1L,, 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. EXPIRES: 12-31-2019 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)3,2. ,KRILL, 8 4 OV WAS�14> op40...::.• , r r°0, 1€'„51398 4 .� orsTs- 4ssiONAL 'C July 22,2019 I A WARNING-Verity 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` I®k* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and 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 2018901 PLH-1814 Aria C-2x6 K642i1616 2018901 SZO1 JACK-OPEN 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:38 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-BX4ZNGnhKP8zgFal_xaR6mV5pu8yCLAybKZShtyw7lt -1-0-0 1-10-15 1-0-0 I 1-10-15 Scale=1:11.2 3 7.00 12 2 1 rAll.11.111, m 0 Fil '/ 3x4 = 4 2-0-0 1 2-0-0 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=47/Mechanical,2=147/0-3-8,4=20/Mechanical G /��+ Max Horz 2=69(LC 12) 0 P R a teo Max Uplift 3=-45(LC 12),2=-37(LC 12) '<````_`G INF s/ Max Gray 3=53(LC 22),2=153(LC 18),4=39(LC 5) (�\`� Fj4 �* FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. CC44 89200PE 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0 �� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 pL ,�OREGON 1� 3)Unbalanced snow loads have been considered for this design. '9Y 2�'`� T 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 14, �p. non-concurrent with other live loads. /� �R t L� 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. EXPIRES: 12-31-2019 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)3,2. 91�,,KRILL, .g' 4. •v WAS � y->, r�ry O . 4 � , , 4' '; 51398 ° G/STEM ' sSIONAL G July 22,2019 A WARNING-Ve' design �� 1 Verity g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mak' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and 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 2018901 PLH-1814 Aria C-2x6 4. K6421617 2018901 WO1 California Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:39 2019 Page 1 r ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-fkdxbcoK5jGglP9UYf5gfz2AMIMJxeL6p_I?DJyw7Ls 1-0-0 3-5-1 3-10-15 7-8-15 12-3-1 16-1-1 16-6-15 20-0-0 21-0-0 1-0-0 3-5-1 O 5-1 3-10-0 4-6-3 3-10-0 015-1d 3-5-1 1-0-0 Scale=1:36.4 5x8 i 5x10 2x4 Il 4x12 = 7.00 12 13 3 14 ° 15 A*, M ] N 2 6 I ri n n El �n nn �nr �� fl fl nn I� � " nn 4 G 1612 17 18 11 19 20 21 10 22 23 24 3x4 = LUS24 2x4 LUS24 4x12 = LUS24 2x4 II LUS24 3x8 — LUS24 3x4 = LUS24 LUS24 LUS24 LUS24 3-5-1 7-8-15 12-3-1 16-6-15 20-0-0 3-5-1 I 4-3-14 I 4-6-3 4-3-14 3-5-1 Plate Offsets(X,Y)-- [3:0-3-0,0-2-4],[9:0-3-9,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.13 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.26 10-11 >911 180 TCDL 7.0 Rep Stress Ina NO WB 0.65 Horz(CT) 0.06 7 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-RH Weight:113 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins, 3-6:2x4 DF No.1&Btr G except BOT CHORD 2x6 DF No.2 2-0-0 oc purlins(3-5-11 max.):3-6. O P R OF�ts WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 0 .r REACTIONS. (lb/size) 2=978/0-5-8,7=978/0-5-8 �el�� F,NG'�N�F,Q s�Q* Max Hor2=-72(LC180(L 8) �' 89200PE <" Max Uplift 2=-180(LC 10),7=-180(LC 11) Max Gray 2=1145(LC 28),7=1145(LC 28) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2109/210,3-4=-3106/363,4-5=-3106/363,5-6=-1685/206,6-7=-2095/208 BOT CHORD 2-12=-199/1816,11-12=-208/1794,10-11=-342/3126,9-10=-342/3126,7-9=-137/1809 WEBS 3-11=-226/1462,4-11=-540/171,5-10=0/254,5-9=-1583/247,6-9=-32/788 "41'G A_©REGON�p� ��(! / -1).- 2,© O 4 Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; 4,/ -1:0111\- R.:. F1: R 1�.\" �‘N.1-- NOTES- 1) MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate + grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 EXPIRES: 12-31-2019 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0,1kRILZ.,AN will fit between the bottom chord and any other members. WAS `I- 8)A plate rating reduction of 20%has been applied for the green lumber members. #6; 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) It 2=180,7=180. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 3-11-4 oc max.starting at i, 2-0-12 from the left end to 17-11-4 to connect truss(es)to front face of bottom chord. �� 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 3-10-8 oc max.starting at 1 <k 8-0-12 from the left end to 11-11-4 to connect truss(es)to front face of bottom chord. '�Pe �,' 51398 4r 13) Fill all nail holes where hanger is in contact with lumber. �� ISTB 14) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). s`SjOj1]ALsG LOAD CASE(S) Standard July 22,2019 Continued on oaae 2 l MINN A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 261-7473 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 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 2018901 PLH-1814 Aria C-2x6 K6424617 2018901 W01 California Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:39 2019 Page 2 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-fkdxbcoK5jGq IP9UYf5gfz2AM I MJxeL6p_I?DJyw7Lis LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-6=-64,6-8=-64,2-7=-20 Concentrated Loads(Ib) Vert:16=-19(F)17=-17(F)18=-17(F)19=-17(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 MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPH 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 2018901 PLH-1814 Aria C-2x6 K6421618 2018901 W02 California Girder 1 2 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:41 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-b6lh?IpadKWXXiJsf378kO7U O6zjPZBPH In61Byw7Lq v I 5-0-1 7-131 10-0-0 1 14-4-3 14-11-1p 20-0- 0 5-0-1 o-7-12 4-4 -3 4-4-3 0-7-12 5-0-1 Scale=1:33.8 9x12 MT18HS i 9x12 MT18HS 6 3 2x4 I I 7.00 12 2 ' l. 4XI ' 12 1311 14 15 � V 7 1 ' a o E i. It 10 9 8 17 18 4x8 i 3x8 H 8x8 = 3x8 II 4x8 5-0-1 10-0-0 14-11-15l 20-0-0 1 5-0-1 4-11-15 4-11-15 5-0-1 Plate Offsets(X,Y)-- [1:0-1-0,0-1-9],[7:0-1-0,0-1-9],[8:0-4-8,0-1-8],[10:0-4-8,0-1-8] 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 0.53 Vert(LL) -0.13 9-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.29 9-10 >796 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.62 Horz(CT) 0.08 7 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:204 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, BOT CHORD 2x6 DF No.2 except WEBS 2x4 DF Std G 2-0-0 oc purlins(4-5-9 max.):2-5. D P R OF�cs WEDGE BOT CHORD Rigid ceiling directly applied or 10-0-0 0 •r Left:2x4 SP No.3,Right:2x4 SP No.3 \CO"` ts`�'NE� `�<O REACTIONS. (lb/size) 1=4586/0-5-8,7=4389/0-5-8 � v\`• �p Max Horz 1=-109(LC 6) „,_444 89200PE < Max Uplift 1=-1283(LC 10),7=-1226(LC 11) Max Gray 1=4978(LC 36),7=4628(LC 38) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-7654/1974,2-4=-8570/2217,4-5=-8570/2217,5-7=-8138/2145 Q Zr BOT CHORD 1-10=-1696/6587,9-10=-1670/6469,8-9=-1715/6779,7-8=-1751/6921 "IP L 4 OREGON�� fit(/ WEBS 2-10=-551/2420,2-9=-768/2658,4-9=-672/211,5-9=-612/2279,5-8=-725/2917 <0 sqL 14 20 NOTES- �r�� t ` '31''' NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: ►y Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. EXPIRES: 12-31-2019 Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;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 ,$RMLL ,AN 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 .1� . wASy� ' . 5)Unbalanced snow loads have been considered for this design. `VV Ott' 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 010`f .A-,'' C-8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r, • '✓' ' 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. ,`e r 10)A plate rating reduction of 20%has been applied for the green lumber members. "ti ite 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 0 + j 3 ? � 1=1283,7=1226. 12)Girder carries tie-in span(s):20-0-0 from 0-0-0 to 15-0-0;3-0-0 from 17-0-0 to 20-0-0 ` ZONAL '' 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1865 lb down and 523 lb up at Q�41�111�6y-0-0oon bottom chord. The design/selection of such connection device(s)is the responsibility of others. July 22,2019 (r� LUAU tiW flUdIUNM= I 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/1P/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 2018901 PLH-1814 Aria C-2x6 K6424618 2018901 W02 California Girder 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:41 2019 Page 2 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-b6Ih?IpadKWXXiJsf378kO7UO6zjPZBPH In6lByw7L$ LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-3=-64,2-5=-64,5-6=-64,5-7=-64,1-8=-388(F=-368),8-18=-20,7-18=-31(F=-11) Concentrated Loads(Ib) Vert:17=-1800(F) 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. 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 ANSI1TP11 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 2018901 PLH-1814 Aria C-2x6 it K6421619 2018901 X01 California Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:42 2019 Page 1 it ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-3JJ4DegCOeeO9st3DneNHcgj6WU182wYVyXfgeyw7Lp -1-0-01 1-7-1 1110-1,5 5-0-0 8-1-1 8r4-15 10-0-0 11-0-0 1-0-0 1-7-1 0-3-14 3-1-1 3-1-1 0-3-14 1-7-1 1-0-0 Scale=1:22.6 Special 5x8 \\ 5x8 // 7.00 12 2x4 II 5 44' 2 * - 124 N 6 7 10 13 14 9 15 16 8 2x4 II LUS24 4x8 = LUS24 LUS24 2x4 H 3x4 = 3x4 = LUS24 1-7-1 5-0-0 8-4-15 10-0-0 1-7-1 3-4-15 3-4-15 1-7-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.05 9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.09 9 >999 180 TCDL 7.0 Rep Stress Ina NO WB 0.46 Horz(CT) 0.01 6 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-RH Weight:50 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 3-5:2x4 DF No.1&Btr G 2-0-0 oc purlins(4-10-7 max.):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 �nG R PR O�cs REACTIONS. (lb/size) 2=479/0-5-8,6=479/0-5-8 C? NE C n Max Horz 2=43(LC 9) �r�� l�N Fig ©�p Max Uplift 2=-136(LC 10),6=-136(LC 11) Max Gray 2=570(LC 28),6=570(LC 28) 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-870/136,3-4=-1684/309,4-5=-1684/309,5-6=-870/146 BOT CHORD 2-10=-113/666,9-10=-113/666,8-9=-106/666,6-8=-106/666 WEBS 3-9=-221/1052,4-9=-628/183,5-9=-213/1052 -*- ,f OREGON�� 4W NOTES- 1 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; /Q �AI Y j 4, 2�ie. MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate '✓/ p RIO- 2) `� V� grip DOL=1.60 t 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. EXPIRES: 12-31-2019 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a 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. yt,ItRILL t9 8)A plate rating reduction of 20%has been applied for the green lumber members. 410 IN WAS ` 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) _ 2=136,6=136. • ^' rl+ 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. '1.4e.? ° �. 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 2-0-12 from the left end to 7-11-4 to connect truss(es)to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. --,Tor 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)71 lb down and 39 lb up at 0 Lk' 7-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. n 5 4,A 513982 ,,,..tri 14) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� GISTB� ''SIONAL-0G LOAD CASE(S) Standard July 22,2019 Continued on oaae 2 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9.7473 rev.10/03/2015 BEFORE USE. Et 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 T�{ 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/TPI1 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 2018901 PLH-1814 Aria C-2x6 K6421619 2018901 X01 California Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:42 2019 Page 2 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-3JJ4DegCOeeO9st3DneNHcgj6WU182wYVyXfgeyw7Lp; 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=-64,5-7=-64,2-6=-20 • 1111111111M 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 ANSUTP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 4 K6421620 2018901 X02 California Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:43 2019 Page 1 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-XVtSQ_rg9xmFmOSFnUAcppCuxvpMta7ikcGDM4yw7Lo 3-5-9I 9-7 6-2-9 ¢5-7 10-0-0 11-0-0 3-5-9 d3-1 d 25-2 0-3-1 d 3-5-9 1-0-0 Scale=1:20.7 5x12 MT18HS \\ 5x12 MT18HS = 7.00 112 \/ 4 8 9 I , N 10 r%> r.: N 1 4 c _ Io rc ° ° 5 ro c — o 7 6 ♦. 2x4 I I 3x4 = 3x4 = 3x4 = 3-5-9 6-6-7 10-0-0 3-5-9 3-0-15 3-5-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 1-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.04 6-7 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.15 Horz(CT) 0.02 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:49 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 2-3:2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):2-3. 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 QED PR°Pe REACTIONS. (lb/size) 1=751/0-5-8,4=839/0-5-8 Co'(; _`GINEt. sS/ Max Horz 1=-65(LC 6) ��� �`` F9 QA Max Uplift 1=-192(LC 10),4=-232(LC 11) !�7 Max Gray 1=877(LC 29),4=1039(LC 29) '' 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1165/241,2-3=-900/236,3-4=-1176/234 BOT CHORD 1-7=-187/940,6-7=-184/916,4-6=-155/923 WEBS 2-7=-38/348,3-6=-54/360 931 QREGON <(/� NOTES- FL- 4-,,qy OREGON}t. k 1)Wind:ASCE 7-10;Vult=l4omph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp B;Enclosed; Q 14, 2 P4 MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate c grip DOL=1.60 �`R R l l-,' 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. EXPI RES: 12-31-2019 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide vs,V,RRILL will fit between the bottom chord and any other members. �� 1 R1A$ 9)A plate rating reduction of 20%has been applied for the green lumber members. Q >, 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) opy,, �Tp 1=192,4=232. tf. f'' 0 11)Girder carries tie-in span(s):6-0-0 from 0-0-0 to 10-0-0 �� 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). j, 4a LOAD CASE(S) Standard 1O 4,�i 13398 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) S's,. L G Vert:1-2=-64,2-3=-64,3-5=-64,1-4=-94(F=-74) July 22,2019 r_r. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 2018901 PLH-1814 Aria C-2x6 K6421621 2018901 Y01 CALIFORNIA GIRDER 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:45 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-Ut?Crgs4hZ0z0KceuvC4vEIBVjSILSX_CwIJRzyw7Lm, -1-0-0II 5-5-1 5-10-1 10-0-0 14-1-1 14-6-l5 20-0-0 21-0-0 1-0-0 5-5-1 0-5-14 4-1-1 4-1-1 OS-14 5-5-1 1-0-0 Scale=1:37.7 5x8 i 2x4 II 5x8 7.00 r12- 444* 2 D1 fl �� 12 II 13 :4* ar 12 6 El 7 112 1 _ nn nn nn nn InIl nn nn nn nn i_ 14 a 15 16 10 17 18 9 19 20 8 21 22 Ia 3x6 = LUS24 LUS24 2x4 H LUS24 3x8 = LUS24 2x4 II LUS24 LUS24 3x6 = LUS24 LUS24 LUS24 5-5-1 10-0-0 14-6-15 20-0-0 5-5-1 4-6-15 4-6-15 5-5-1 Plate Offsets(X,Y)-- [2:0-0-8,Edge],[6:0-0-8,Edge] LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.05 9 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.39 Vert(CT) -0.12 9 >999 180 BCLL 0.0 Rep Stress lncr NO WB 0.28 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:115 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins,except 3-5:2x4 DF No.1&Btr G 2-0-0 oc purlins(4-4-14 max.):3-5. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc b - •. WEBS 2x4 DF Std G ��� D PROFFss ! GINS REACTIONS. (lb/size) 2=1057/0-5-8,6=1057/0-5-8 �y G� F. Q Max Horz 2=-102(LC 8) ,NT 1' Max Uplift 2=-118(LC 10),6=-118(LC 11) ? 89200PE Max Gray 2=1256(LC 29),6=1256(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1789/83,3-4=-2015/106,4-5=-2015/106,5-6=-1789/83 BOT CHORD 2-10=-42/1525,9-10=-53/1503,8-9=0/1503,6-8=0/1525 (7 Cr WEBS 3-10=0/415,3-9=-125/636,4-9=-612/194,5-9=-126/636,5-8=0/415 IC- 4l OREGONNt''1�1v NOTES- /Q '9y 14 2-° T 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.ll;Exp B;Enclosed; 4/ R ca)''' (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate FR ILS 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 EXPIRES: 12-31-2019 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide $ LL, will fit between the bottom chord and any other members. 44) F WAS/ �� 8)A plate rating reduction of 20%has been applied for the green lumber members. Q '� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /. P r,,.- -.A 2=118,6=118. _ .. A 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ' 11) Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 4 J 2-0-12 from the left end to 17-11-4 to connect truss(es)to front face of bottom chord. yr 12) Fill all nail holes where hanger is in contact with lumber. rd 51398 �� 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ., 41 51 98 LOAD CASE(S) Standard �S4IONALD�� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 July 22,2019 Continued on oaae 2 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421621 2018901 Y01 CALIFORNIA GIRDER 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:45 2019 Page 2 I D:BsCgOEd 1 Sn R Wxunc3?PJ Ukz?3ff-Ut?Crgs4hZ0z0KceuvC4vE I BVjSI LSX_CwIJ Rzyw7Lm LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-64,3-5=-64,5-7=-64,2-6=-20 Concentrated Loads(Ib) Vert:9=-37(F)15=-39(F)16=-37(F)17=-37(F)18=-37(F)19=-37(F)20=-37(F)21=-37(F)22=-39(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 buss web and/or chord members only.Additional temporary and permanent bracing MON( is always required for stability and to prevent collapse with 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 2018901 PLH-1814 Aria C-2x6 K6424622 2018901 Y02 California 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:46 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-y4Ya30tjSs8gdU BgSdjJRSgG07oF4ya8QaVtzPyw7L,I -1-0-0I 7-5-1 7-I0-1�` 12-1-1 17j-6-1 20-0-0 21-0-0 1-0-0 7-5-1 OL5-14 4-2-2 os-i4 7-5-1 1-0-0 Scale=1:36.4 5x8 -i 5x6 -� • 11 12 13 4 4 7.00 12 10 14 rn a, a 9 15 2 5 . S _ 6 0 _. lag O 8 7 3x6 = 3x6 = 2x4 H 3x4 = 7-5-1 125-15 20-0-0 7-5-1 5-1-15 7-5-1 Plate Offsets(X,Y)-- [2:0-2-5,0-1-8],[5:0-2-5,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.10 2-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.23 2-8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.04 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:100 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins,except 3-4:2x4 DF No.1&Btr G 2-0-0 oc purlins(5-9-13 max.):3-4. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc b- WEBS 2x4 DF Std G ��� D INE , s REACTIONS. (lb/size) 2=899/0-5-8,5=899/0-5-8 GJ 4r1G'�NEF19 4p Max Horz 2=-139(LC 10) �� �p Max Uplift 2=-219(LC 12),5=-219(LC 13) Q 89200PE < Max Gray 2=1283(LC 31),5=1283(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1491/273,3-4=-1072/310,4-5=-1491/272 BOT CHORD 2-8=-122/1083,7-8=-126/1072,5-7=-97/1083 Q WEBS 4-7=0/250 pG ,�OREGON��1�<!� NOTES- /O p`1 r 14, `Z°riP+ 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; V!� �! MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-5-15,Exterior(2)3-5-15 to 16-6-1, R R�� Interior(1)16-6-1 to 18-0-0,Exterior(2)18-0-0 to 21-0-0 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 EXPIRES: 12-31-2019 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. $KRILL,9 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �' 1? will fit between the bottom chord and any other members. 4S OV WAS,cf, 1' 8)A plate rating reduction of 20%has been applied for the green lumber members4r: ~ ,r 2?,,,(;'�p Id 1-.'� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) fJ.-��:'•- �•_' 2=219,5=219. -joctal `(� ,r 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ' /fir '. KI. 51398 �,' °.� 5''GIST �SSIONAL � July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEB REFERENCE PAGE MII-7473 rev.10W3/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421623 2018901 Y03 Common 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 S Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:47 2019 Page 1 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-QG6zGLuLCAGhFdm00KEY_INYdX9wpOUHfEEQVryw7Lk -1-0-0 5-0-0 10-0-0 15-0-0 20-0-0 21-0-0 1-0-0 5-0-0 5-0-0 5-0-0 5-0-0 11-0-0 Scale=1:39.6 4x6 II Special 4 12 3 5x6 11 14 5x6 — 3 5 7.00 12 # 14 10 \ / 15 ' 1° 2 6 12 Li ` ro a 9 16 17 8 3x6 = 3x4 = 3x4 = 3x6 6-8-0 13-4-0I 20-0-0 6-8-0 6-8-0 6-8-0 Plate Offsets(X,Y)-- [2:0-3-3,0-1-8],[3:0-2-12,0-3-0],[5:0-2-12,0-3-0],[6:0-3-3,0-1-8] 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 0.35 Vert(LL) -0.09 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.18 8-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.06 6 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-RH Weight:101 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins. 4-5,3-4:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-9-15 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G ���E.D PR Op REACTIONS. (lb/size) 2=1452/0-5-8,6=1452/0-5-8 44 co NGINEF,Q /Q2p Max Horz 2=-187(LC 30) Max Uplift 2=-520(LC 12),6=-520(LC 13) 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2243/832,3-4=-2099/853,4-5=-2099/853,5-6=-2243/833 BOT CHORD 2-9=-738/1842,8-9=-557/1536,6-8=-612/1842 WEBS 4-8=-180/517,5-8=-328/278,4-9=-180/517,3-9=-328/278 Q CC .�I' OREGON kr NOTES- ��"�/�+,t� N k 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; V fr 14 2•00,i*" MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-0-0,Exterior(2)7-0-0 to 13-0-0, � R RIO- Interior(1) Ne 13-0-0 to 18-0-0,Exterior(2)18-0-0 to 21-0-0 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 EXPIRES: 12-31-2019 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,with BCDL=10.0psf. vsvStRILL$ 7)A plate rating reduction of 20%has been applied for the green lumber members. 9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1� d WAS 2=520,6=520. op.,,,,,0!:,.- 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1115 lb down and 832 lb up at „ �A 10-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. F-.A 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). *,/ r LOAD CASE(S) Standard ,11 - 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 1 D� 'b 5139�'jSTS8 4tI 44) Uniform Loads(plf) .cs, t Vert:1-4=-64,4-7=-64,2-6=-20 SIGNAL Concentrated Loads(Ib) Vert:4=-1105(F) July 22,2019 1 MINIM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mi'" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6424624 2018901 Y04 Common Girder 1 2 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:48 2019 Page 1 I D:BsCgOEd 1 SnRWxunc3?PJUkz?3ff-uSgLUhvzzUPYtnLDa2lnWtwk?wNfYebRuu_2Hyw7lj 5-0-0 10-0-0 15-0-0 20-0-0 5-0-0 5-0-0 5-0-0 5-0-0 Scale=1:39.7 4x6 3 j 7.00 12 9 10 4x6 -i 4x6 J 2 4 0 40 • 11 1 Alidl 5 iiira . m m 8 7 6 11 12 MI4x8 4x8 3x6 II 8x8 = 3x6 II 5-0-0 10-0-0 15-0-0 20-0-0 5-0-0 5-0-0 5-0-0 _ 5-0-0 Plate Offsets(X,Y)-- [1:0-1-0,0-1-9),[5:0-1-0,0-1-9],[6:0-4-8,0-1-8],[8:0-4-8,0-1-8] 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 0.31 Vert(LL) -0.09 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.89 Vert(CT) -0.22 7-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.07 5 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:211 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G QED PR OF& REACTIONS. (lb/size) 1=4563/0-5-8,5=4364/0-5-8 '`4Ss Max Horz 1=-172(LC 8) ��� �C.NGI NE9 /D2 Max Uplift 1=-1262(LC 10),5=-1204(LC 11) p Max Gray 1=4947(LC 19),5=4566(LC 20) Q 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-7303/1865,2-3=-5017/1333,3-4=-5015/1332,4-5=-7723/2028 BOT CHORD 1-8=-1616/6232,7-8=-1616/6232,6-7=-1636/6447,5-6=-1636/6447 WEBS 3-7=-1216/4741,4-7=-2653/854,4-6=-675/2703,2-7=-2249/695,2-8=-499/2246 0 ORECr GON � �lCr � NOTES- l+/Q "77�.fY i e� ZO �4 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. MF ` Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. R R �- Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to EXPIRES: 12-31-2019 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 10,1tR.IL j 8 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 40 ii WAS 7)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • , 1 will fit between the bottom chord and any other members. ♦ ��73 /rte:+. �•�i 8)A plate rating reduction of 20%has been applied for the green lumber members. �" rr'4) � 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ( .J 1=1262,5=1204. 10)Girder carries tie-in span(s):20-0-8 from 0-0-0 to 15-0-0;3-0-0 from 17-0-0 to 20-0-0 r 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 lb down and 523 lb up at ,,I1 9g �� 16-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. O4+t'krsa 8 LOAD CASE(S) Standard s`.ZONALVIG 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 July 22,2019 Continued on Daae 2 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MN** is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bradng of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Ma C-2x6 y K6421624 2018901 Y04 Common Girder 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:48 2019 Page 2 I D:BsCgOEd 1 Sn R W xunc3?PJ Ukz?3ff-uSg LU hvzzU PYtnLDa2l n Wtwk?wNfYebRuu_2 Hyw7Lj LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-64,3-5=-64,1-6=-389(F=-369),6-12=-20,5-12=-31(F=-11) Concentrated Loads(Ib) Vert:11=-1800(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIRA' is always required for stability and to prevent collapse with 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 2018901 PLH-1814 Aria C-2x6 K6421625 2018901 Z01 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:49 2019 Page 1 ID:BsCgOEd 1 SnRWxunc3?PJU kz?3ff-MfEjh 1 vbknXPUxwP71G034Sx5Ku5HJIa6YjXakyw7Li I -1 I -1-0-0 3-7-1 310-15 6-1-1 6(4-15 10-0-0 I 11-0-0I1-0-0 1-0-0 3-7-1 0-3-1 2-2-2 0-3-1 3-7-1 1-0-0 Scale=1:23.4 5x6 \\ 4x6 3 7.00 12 9 10 11 4 c? 'A N 5 2 a r r 6 0 gga 1 I 14O cell dl ♦ 12 8 13 14 7 15 * 1 T Y 3x4 = LUS24 2x4 II 3x4 = LUS24 3x4 = LUS24 LUS24 3-7-1 6-4-15 10-0-0 I 3-7-1 2-9-15 3-7-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.02 7-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.07 Horz(CT) 0.01 5 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight 52 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 3-4:2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):3-4. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G �E0 PR Oren REACTIONS. (lb/size) 2=648/0-5-8,5=648/0-5-8 �� G�(yE 0.0 Max Horz 2=69(LC 47) ,NJ Z4/ r1 F9 0* Max Uplift 2=-250(LC 10),5=-250(LC 11) 9 Max Gray 2=840(LC 29),5=840(LC 29) 2 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1016/361,3-4=-772/341,4-5=-1017/360 BOT CHORD 2-8=-293/779,7-8=-297/772,5-7=-275/779 NOTES- © OREGON D, <(,/� 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; L/ �9�,• 2�'� MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate Q 1 4, PF 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 44 "R R 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 EXPI RES: 12-31-2019 non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. .,.RILL, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) WAS/44,2=250,5=250. 4. Ov 3' 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. eB C� 11%1 r 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 , s ,.bs~ 2-0-12 from the left end to 7-11-4 to connect truss(es)to back face of bottom chord. ,.:. ✓� ..' 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)241 lb down and 235 lb up at `(7' 3-8-13,and 241 lb down and 235 lb up at 6-3-3 on top chord. The design/selection of such connection device(s)is the ea, 51348 �� responsibility of others. Q� +��+ISTER�Q 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) Standard July 22,2019 Continued on oaae 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 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/TIM 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 2018901 PLH-1814 Aria C-2x6 K6421625 201801 ZOl CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:49 2019 Page 2 ID:BsCgOEd1SnRWxunc3?PJUkz?3ff-MfEjhlvbknXPUxwP7lG034Sx5Ku5HJla6YjXakyw7Li LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-6=-64,2-5=-20 Concentrated Loads(Ib) Vert:3=-142 4=-142 12=-19(B)13=-18(B)14=-18(B)15=-19(B) =RIM 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/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 2018901 PLH-1814 Ma C-2x6 K6421626 2018901 Z02 COMMON 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:50 2019 Page 1 ID:BsCgOEd1 SnRWxunc3?PJUkz?3ff-gro5uNwDV5fG65VbhSoFcl?6mkDpOmojLCT46Ayw7Lh. -1-0-0 5-0-0 10-0-0 11-0-0 1 1-0-0 5-0-0 5-0-0 1-0-0 Scale=1:23.6 4x6 = 3 7.00 12 8 7 4 2 5 0 a 1 J - ` o 0 �_ 6 _� o 3x4 2x4 II 3x4 5-0-0 10-0-0 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.03 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 Na n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-RH Weight 48 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=470/0-3-8,4=470/0-3-8 �Q`E� PROrex, Max Horz 2=98(LC 11) 5S _`GIN E41/0 Max Uplift 2=-116(LC 12),4=-116(LC 13) C.? A • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4t 89200PE 9r 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 /7/.. 49 � OREGON� �`i 4:4;exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 / '9}' 20 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 O AI 4II 3)Unbalanced snow loads have been considered for this design. MRR10-vP 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. EXPI RES: 12-31-2019 6)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=116,4=116. 44) o WAS, ,y`4, All 16 k 51398,60 �i, 9.f, �GrTEs . S`sIONALG July 22,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2018901 PLH-1814 Aria C-2x6 K6421627 201401 203 COMMON 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Sat Jul 20 15:56:50 2019 Page 1 0 I D:BsCgOEd1 SnRWxunc3?PJUkz?3ff-gro5uNwDV5fG65VbhSoFcl?4NkCkOmjjLCT46Ayw7Lh 5-0-0 10-0-0 11-0-0 I 5-0-0 5-0-0 1-0-0 Scale=1:22.9 4x4 = 2 7.00 12 n 1 3 /., 1 4 O 0 s aIv 2x4 I I CI 354 = 5-0-010-0-0I I I 5-0-0 5-0-0 Plate Offsets(X,Y)-- [1:0-0-9,0-0-15],[1:0-1-1,0-5-14],[1:0-3-9,Edge] LOADING (psf) I TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.02 1-5 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.21 Vert(CT) -0.05 1-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 2-4:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WWEBS EDGE 2x4 DF Std G ���Fp PRpFFss Left:2x4 DF Std-G n� tN��NEtCSOA 414 - REACTIONS. (Ma/size)Ho1=73/0-96(LC-8,101-405/0-3-8 `t 89200PE pr Max Uplift 3=-116(LC 13),1=-85(LC 12) [77 G FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-503/131,2-3=-490/131 BOT CHORD 1-5=-24/345,3-5=-25/337 -QL A_OREGON 4./� NOTES- /Q �9 k 1 4 2Q11 Ttx t 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; �Q' MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right r7 R 10, 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 EXPIRES: 12-31-2019 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. F, .RIj j, 7)A plate rating reduction of 20%has been applied for the green lumber members. � Q�w �A t 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) � I�nW `�t\ 3=116. 1`.i vd,o , 51398 �,ri •, GrsTSR �ss1ONAL.0G July 22,2019 1 A -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 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 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury MitDimensions are in ft-in-sixteenths. 11■ 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 2. Truss bracing must be designed by an engineer.For 0'1/16 wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I Milli_ p bracing should be considered. init C9:00 O 3. Never exceed the design loading shown and never I � IMIllildA - U stack materials on inadequately braced trusses. a 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O ci-a cs-� cs-s o� designer,erection supervisor,property owner and plates 0- ''fi'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/I-PI 1. THE LEFT. Connector plates. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIlTPI 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��� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■.1.10 reaction section indicates joint — number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN_ 1101Mil R 18.Use of green or treated lumber may pose unacceptable � environmental,health or performance risks.Consult with project engineer before use. Industry Standards: hill 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 DSB-89: Design Standard for Bracing. ivisnot sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, f �' ANSITTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015