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Plans (145)
Job Truss Truss Type Qty Ply Lennar K5898558 B1703796 A01 Hip Girder 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:38 2019 Page 1 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-7DEZCdbFYWgcXtfL3NpWp7YNe7hOg5c014aYsbzWikp 5-10-15 33-5-8 -11-0-OI 35-8 I I 15-5-0 I 20-10-0 I 26-4-12 I 29-0-12 I31-5-10 133-1-1 I 335-61_0-8 I 39-0-0 4p-0-0 - :00 35-8 25-6:1-80 y 9-6-1 5-5-0 5-6-12 3-0-0 2-0-14 1-7-7 25-8 {-0-0I 0-4-7 Scale=1:73.6 7x14 MT18H= 4x4= 6.00 12 4x4= 4x4= 4x8= 4x8= 4x6= 5x8 2x4 II 4 _6 27.5 ._.8 ._.9 8.30 _31 8 32_ 33._. 9 34._. 35... 36 _r 37 11 38 1 4x6 i••i i i•,,,,,,,,,,, 3 ice. - - _ c� - _ - r-1 ni i J ,-1 i i''' / 12 4x8 i \ �I 4x6 4 13 2 1 2..c! ,,, �M-N. se ��• ` 14 o h /� /- iii. 1¢Ia 24 39 23 40 18 49 50 51 17 Z. 8x12 = 22 41 42 21 43 44 45 20 46 47 19 48 8x8= 16 15 25 8x8= 8x8-7---- 3x6 3x6 I I 7x14 MT18H= 4x4= 4x4= 7x14 MT18H= 8x12 = 3x6 II 3.00 ITT 3-5-8 5-6-8 *10.4 9-10.4 15-5-0 20-10-0 26-4-12 29-4-12 33-6-8 36-6-8 39-0-0 1 3-5-8 2-1-0 1-3-121 3-0-0 I 5-6-12 I 5-5-0 5-6-12 I 3-0-0 I 4-1-12 1 3-0-0 1 2-5-8 Plate Offsets(X,Y)-- [2:0-2-12,0-2-0],[4:0-10-12,0-2-4],[11:0-2-12,0-2-8],[13:0-2-12,0-1-12],[15:0-4-4,0-1-8],[16:0-3-8,0-4-0],[17:0-2-0,0-5-0],[18:0-4-0,0-5-0],[19:0-7-0,0-4-4], [22:0-7-0,0-4-4],[23:0-4-0,0-4-12],[24:0-6-0,0-4-4],[25:0-3-5,0-1-4] LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) 0.39 20-21 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.83 Vert(CT) -0.79 20-21 >591 180 MT18H 220/195 Rep Stress Incr NO WB 0.97 Horz(CT) 0.26 15 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-RH Weight:513 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins, except 4-7,7-11:2x6 DF No.2 end verticals,and 2-0-0 oc purlins(5-0-4 max.):4-11. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. WEBS 2x4 DF Std G*Except* 2-24:2x4 DF No.1&Btr G REACTIONS. (lb/size) 25=3798/0-5-8,15=3790/0-5-8 Max Horz 25=-92(LC 8) Max Uplift25=-1610(LC 10),15=-1627(LC 11) Max Grav25=4090(LC 30),15=4081(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-7248/2974,3-4=-7210/3047,4-26=-7535/3287,26-27=-7547/3292,5-27=-7550/3292, 5-28=-8061/3640,28-29=-8061/3640,6-29=-8061/3640,6-30=-9895/4617, 30-31=-9895/4617,7-31=-9895/4617,7-8=-9895/4617,8-32=-10282/4860, 32-33=-10282/4860,9-33=-10282/4860,9-34=-9893/4465,34-35=-9893/4465, 35-36=-9893/4465,36-37=-9893/4465,10-37=9893/4465,10-38=-6610/2868, 11-38=-6610/2868,11-12=-7541/3212,12-13=-4583/1890,2-25=-4057/1639, 13-15=-4058/1641 BOT CHORD 24-39=-269016433 2339--2691/6434,23-40--3043/8297,22-40--3039/827G, -- - - - 22-41=-4520/9895,41-42=4520/9895,21-42=4520/9895,21-43=-4763/10282, fop PROFk- 43-44=-4763/10282,44-45=-4763/10282,20-45=-4763/10282,20-46=-4200/9219, 61 46-47=-4200/9219,19-47=-4200/9219,19-48=-4289/9398,48-49=-4284/9411, G'S lNGINFF 6'/� 18-49=-4289/9433,18-50=-3662/8461,50-51=-3662/8459,17-51=-3660/8456, �i v •, /L 16-17=-1625/3978 -4 '7 WEBS 4-24=-389/489,3-24=-306/194,4-23=-1408/3120,5-23=-765/517,5-22=-636/312, 1 .' 1 9200P < 2-24=-2608/6413,12-16=-2689/1148,13-16=-1797/4412,9-19=-2109/1053, 9-18=-289/1019,6-22=-2204/1183,6-21=-148/609,8-21=-492/318,8-20=-495/360, 9-20=-673/1300,11-17=-1088/2421,12-17=-1453/3296,10-18=-1171/2419, -40,, (4 10-17=-3046/1504 Vii 4t NOTES- 4 OREGON�Ix tot, 1)2-ply truss to be connected together with 10d(0.120'x3")nails as follows: /© '9, 14, 20 Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. - �`' Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. '+7`R R t L`„ 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. EXPIRES: 12-31-2019 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 March 27,2019 Cor(tiIRa@[96R) end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 I I min 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/-PII 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 Lennar K5898558 B1703796 A01 Hip Girder 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:38 2019 Page 2 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-7DEZCdbFYWgcXtfL3NpWp7YNe7hog5c014aysbzwikp NOTES- 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 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Bearing at joint(s)25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1610 lb uplift at joint 25 and 1627 lb uplift at joint 15. 14)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 6-0-0 oc max.starting at 12-0-12 from the left end to 30-11-4 to connect truss(es)to front face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber. 18)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)611 lb down and 297 lb up at 5-8-9,203 lb down and 147 lb up at 8-0-12, 205 lb down and 175 lb up at 10-0-12,184 lb down and 181 lb up at 12-0-12,189 lb down and 170 lb up at 14-0-12,189 lb down and 170 lb up at 16-0-12,189 lb down and 170 lb up at 18-0-12,189 lb down and 170 lb up at 19-6-0,189 lb down and 170 lb up at 20-11-4,189 lb down and 170 lb up at 22-11-4,189 lb down and 170 lb up at 24-11-4,200 lb down and 211 lb up at 26-11-4,182 lb down and 144 lb up at 28-11-4,and 191 lb down and 130 lb up at 30-11-4,and 611 lb down and 283 lb up at 33-0-7 on top chord,and 481 lb down and 210 lb up at 5-10-15,66 lb down and 41 lb up at 8-0-12,67 lb down at 9-10-4,58 lb down at 26-11-4,and 71 lb down and 54 lb up at 28-11-4 ,and 481 lb down and 210 lb up at 33-1-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-64,4-11=-64,11-13=-64,13-14=-64,24-25=-20,23-24=-20,22-23=-20,19-22=-20,18-19=-20,17-18=-20,16-17=-20,15-16=-20 Concentrated Loads(Ib) Vert:4=-512 7=-120 22=47(F)5=136 8=-120 20=-38(F)26=-138 28=-115 29=-120 30=-120 31=-120 32=-120 33=-120 34=131 35=-113 37=-126 38=-512 39=-481 40=-66(F)41=-45(F)42=-38(F)43=-38(F)44=-38(F)45=-38(F)46=-38(F)47=-38(F)48=-29(F)49=-71(F)50=-78(F)51=-481 � 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 J.,1✓:.r.n �.�V II, _..I1 -- '.--- C ._ . ', vtr.-w - ..,+ Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898559 - B1703796 A02 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:41 2019 Page 1 ` ID:ddyJlzQd19_F46arEDmnsXyJW7Z-Xnviged7rR2BOLNwkWMDQmAIJKiUtT9r 1ODSwzWkm 31-7-5 9-10-4 31-5-8 - '11-0-0 3-5-e 5-1-14 75A 7.l p_15 14-1-11 15-0-7 20-10-9 2-15 26-4-12 29-0-12 31-1-1 36-1-9 39-0-0 0 t-0-0[ 3-SA 11-EI 2-0-10 0.l4_ I 4-3-7 1-2-12I 5-6-3 -2-l2I 4-3-7 3-0-0 11-85 0 1-t3 4S5 I 2-10-7 0-0 1-115 0.4-7 Scale=1:75.8 8x12 i 10x10 // 2x4 II4x4— 4x8= 4x4— 2x4 I I 6.00 12 Zx4 I 4 5 _ 5 2._•6 .27 _28 _ 29z. 8 34z. 3__ 9 32_33 _ 0 IIII 3 l` 4x12 4x12 i ..;.:/ 4,, •, 11 3x4 �� � d ti� 1213 ibibilb... +ice 8x8= _ 2x4 II 2x4 II 18 17 16 2x4 II 2x4 II 14 20 8x12 — 3x4= 5x12 MT18H= 9x12 MT18H 3x6 5x12 MT18H= 3.00 12 5-3-11 31-7-5 Q 55-0-2 0 2 50-1-1[I�1 94-6-910A I 18-1-8 8-3-4 26-4-12 293-4.0-.012 1311:131-.114 1,11.1 ��Od 6-2-13 303:-A° 0-1-13 0-3-7 Plate Offsets(X,Y)— 12:0-3-0,0-1-81,[4:0-5-3,Edge],110:0-3-8,0-5-01,[14:0-2-2,Edqe] 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 0.90 Vert(LL) -0.41 16-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.87 16-17 >533 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.40 14 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-S Weight:238 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-7,7-10:2x6 DF No.2 2-0-0 oc purlins(2-5-1 max.):4-10. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 21-22,23-24:2x4 DF Std G WEBS 1 Row at midpt 6-18 WEBS 2x4 DF Std G*Except* 2-19:2x4 DF No.1&Btr G REACTIONS. (lb/size) 20=2162/0-5-8,14=2130/0-5-8 Max Horz 20=98(LC 11) Max Uplift20=-566(LC 12),14=-566(LC 13) Max Grav20=2553(LC 31),14=2521(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4984/1196,3-4=-4945/1309,4-5=-3809/1081,5-25=3789/1069,25-26=-3789/1069, 6-26=-3789/1069,6-27=-4979/1351,27-28=-4979/1351,7-28=-4979/1351, 7-29=-4979/1351,8-29=4979/1351,8-30=-4405/1237,30-31=-4405/1237, 31-32=-4405/1237,9-32=-4405/1237,9-33=-4426/1244,33-34=-4411/1244, 10-34=-4411/1245,10-11=-5133/1259,12-14=-327/154 BOT CHORD 18-19=-765/3450,17-18=-1103/4763,16-17=-1178/5045,15-16=-867/4052, 14-15=-755/3191 WEBS 4-18=-320/1225,5-18=-608/180,6-18=-1538/471,6-17=-18/379,8-16=-1028/350, 9-16=-686/206,2-19=-956/4351,4-19=-439/1764,10-16=-263/893,3-19=-479/250, QED PROFF S NOTES- 10-15=-280/1652,11-15=-308/1653,11-14=-4152/1053,2-20=-2500/695 �`c,� GINE I ei, /0:,,,, 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 ,r 89200PE 9< (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 13-2-13,Interior(1)13-2-13 to 25-9-3,Exterior(2)25-9-3 to 40-0-0 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 AV / /ice 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. Q IX- 4) 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs OREGON4, non-concurrent with other live loads. 7G� �,qY ' ZQ'b 5)Provide adequate drainage to prevent water ponding. Q 14 P 6)All plates are MT20 plates unless otherwise indicated. 446- 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. RAIL 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 9)A plate rating reduction of 20%has been applied for the green lumber members. March 27,2019 Continued on page 2 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 IVIiTek" is always required for stability and to prevent collapse with 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 Lennar K5898559 B1703796 A02 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:42 2019 Page 2 I D:ddyJ lzQd 19_F46arE Dm nsXyJW7Z-0_T41_elcIA20Vy61 DtSzzjw3k2jcwO_D hYm?MzWikl NOTES- 10)Bearing at joint(s)20,14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 566 lb uplift at joint 20 and 566 lb uplift at joint 14. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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)100 lb down and 140 lb up at 7-8-9,113 lb down and 98 lb up at 10-0-12, 194 lb down and 138 lb up at 12-0-12,169 lb down and 142 lb up at 14-0-12,154 lb down and 142 lb up at 16-0-12,154 lb down and 142 lb up at 18-0-12,154 lb down and 142 lb up at 19-6-0,154 lb down and 142 lb up at 20-11-4,154 lb down and 142 lb up at 22-11-4,169 lb down and 142 lb up at 24-11-4,110 lb down and 103 lb up at 26-11-4,and 113 lb down and 98 lb up at 28-11-4,and 100 lb down and 140 lb up at 31-3-7 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=-64,4-10=-64,10-12=-64,12-13=-64,19-20=-20,18-19=-20,16-18=-20,15-16=-20,14-15=-20 Concentrated Loads(Ib) Vert:4=-1 7=-86 5=-48 6=-100 10=-1 25=-125 27=-86 28=-86 29=-86 30=-86 31=-100 33=-42 34=-48 t y OM MN 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 fandesdinn atnraga deuce ry arwMinn and hraripg of in recae and teras eyalam`see ANSI1TPI1(Junli(y rdlndq nSR.P9 and RPCI Pouring r-nmpenanl 294110.9 CIcle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898560 ` 81703796 A03 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:45 2019 Page 1 ` I D:ddyJ IzOd19_F46arEDmnsXyJ W7Z-QZ9CgOgevgYdtyhhzLR9bbLUPy4bpG8QvfmQbhzW ki 9-10-15 3 15-0-0 22-7-12 1 I l 3-09-0 12 I3-0-2 I3--210 I 3-612 I2910 4I-0-0t-0-0 2251133 I 5217114 I 27-_68-02 I 1-10-8I 5-1-5 6-3-8 0-4-7 Scale=1:73.6 8x12 i 7x14 MT18H 4x6= 5x6 = 6.0012 ,, J8 29 30 w 6 31,z32 30 34� 7 5 8 37 w38 •:� 10 4 39 5x16-1:.-- 4x12 4x12 i 27 3 26 �� 11 43x6 II 6 2 efl -` timor.tww4t r• i .-��.,a 1213 111 .7 ----"....--. :'--411*881118888.84- 8- als i • Arit.... , 8x12 = y 8x12 = 19 18 41 3x8 II 3x8 1142 17 16 14 21 5x12 MT18H= 5x12 MT18H= 5x12 MT18H= 5x12 MT18H= 8x12 = 8x8 = 3.00 12 5-3-11 32-7-7 5-0-2 5-1 1114 7-8-0 9;120_4-4 16-4-4 22-7-12 263-49-4,12 28-85 32-3-14 302:1931130 38-8-7 3970 5-0-2 0-1[1'3 2-4-5 I I 6-6-0 6-3-8 I I 2-3-12 3-75 6-1-0 0-8- 0-1-13 0-1-13 Plate Offsets(X,Y)-- [5:0-5-3,Edge],[9:0-5-0,0-2-8],[14:Edge,0-1-9],[15:0-6-0,0-4-4],[17:0-2-4,0-24],[18:0-0-0,0-2-4],[19:0-5-12,0-2-8],[21:0-2-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.44 18-19 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.83 18-19 >561 180 MT18H 220/195 TCDL 7.0 Rep Stress[nor YES WB 0.99 Horz(CT) 0.46 14 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight:274 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 5-9:2x6 DF No.2 2-0-0 oc purlins(2-4-2 max.):5-9. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied. 22-23,24-25:2x4 DF Std G WEBS 1 Row at midpt 6-19,11-14 WEBS 2x4 DF Std G*Except* 9-15:2x4 DF No.1&Btr G,17-18:2x12 DF SS REACTIONS. (lb/size) 14=2581/0-5-8,21=2603/0-5-8 Max Horz 21=112(LC 11) Max Upliftl4=-482(LC 13),21=-490(LC 12) Max Gray 14=3061(LC 31),21=3071(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-26=-6047/1016,26-27=-6004/1018,4-27=-5968/1025,4-5=-6101/1130,5-28=-3824/787, 28-29=-3831/786,29-30=-3841/787,30-31=-3842/786,6-31=-3843/786,6-32=-5468/998, 32-33=-5468/998,33-34=-5468/998,7-34=-5468/998,7-35=-5468/998,35-36=-5468/998, 36-37=-5468/998,8-37=-5468/998,8-38=-4660/897,9-38=-46491899,9-10=6536/1180, 10-39=-6465/1081,39-40=-6477/1072,11-40=6544/1067,11-12=-296/87, 12-14=-424/173 BOT CHORD 20-21=-642/3604,19-20=-558/3935,18-19=-696/5468,1841=-696/5468, 41-42=-696/5468,17-42=-696/5468,16-17=396/4684,15-16=-551/4398, 14-15=-590/3761 'gyp PROF WEBS 6-19=-2312/356,7-17=-1133/369,8-17=-289/81619,9-16=-157/1039,5-19=-81/792,4-20=-405/211,325,9-15=-420/2583,5-20=-435/2235, '�j73, NG�NEF is`Ss/7 10-15=-395/206,11-15=-234/2176,11-14=-4896/835,2-21=-307/192,3-21=-4996/781, v 3-20=-264/2005 =g 2 P 297 NOTES- 1)Wind:ASCE 7-10;Vutt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS # . (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 4-2-7,Exterior(2)4-2-7 to 15-2-13,Interior(1) 15-2-13 to 23-9-3,Exterior(2)23-9-3 to 34-9-9,Interior(1)34-9-9 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 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 7OREGON°,‘1), DOL=1.60 1- 4 °,, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 0 .Y 14., 2 V` 3)Unbalanced snow loads have been considered for this design. 41 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs R R I 0- non-concurrent with other live loads. 5)200.OIb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. EXPIRES: 12-31-2019 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT2O plates unless otherwise indicated. March 27,2019 Continued on page 2 tt MUM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Ng Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TRH 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,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898560 B1703796 A03 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:45 2019 Page 2 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-QZ9CgOgevgYdtyhhzLR9bbLUPy4bpG8QvfmQbhzW ki NOTES- 8)All plates are 2x4 MT20 unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Bearing at joint(s)14,21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 482 lb uplift at joint 14 and 490 lb uplift at joint 21. 14)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)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. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)174 lb down and 142 lb up at 9-8-9,148 lb down and 86 lb up at 12-0-12, 221 lb down and 139 lb up at 14-0-12,260 lb down and 157 lb up at 16-0-12,260 lb down and 157 lb up at 18-0-12,260 lb down and 157 lb up at 19-6-0,260 lb down and 157 lb up at 20-11-4,260 lb down and 157 lb up at 22-11-4,221 lb down and 139 lb up at 24-11-4,and 123 lb down and 100 lb up at 26-11-4,and 174 lb down and 142 lb up at 29-3-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. 18)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:1-5=-64,5-9=-64,9-12=-64,12-13=-64,20-21=-20,19-20=-20,16-19=-20,15-16=-20,14-15=-20 Concentrated Loads(Ib) Vert:5=-75 9=-75 6=-191 7=-191 28=-113(F)29=-155 32=-191 33=-191 34=-191 37=-155 38=-56 41=-100 42=-100 1 t 1••••• A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 truanes and truss gyatr ms oce ANSIITP11 Duality Criteria DSB-89 and BCSI Buildir.g Component 9sn ett g rimlu Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898561 _ B1703796 A04 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:23:10 2019 Page 1 ` ID:ddyJlzQd19_F46arEDmn5XyJW7Z-w?1 ih69EdfNXzSs5UvcEOgKS9a?NL_nb22xmllzWihV 11-6-8 27-5-8 5-1-14 _ ] 4-620.3-0Ls4-5-5 I2-62I 36 I 3 �8-d 5-02 3612 2-010-0--00] 5-1-14 1-8-4 0-4-7 Scale=1:73.6 8x8 \\ 4x6= 12x12 // 4 0 5 3_ 32 333435._.7 6 36 3 12 6.00 4, 4x6 i;29 8395x163 40 d 28 9 3x6 r 41 2 2. iti39 1011 ENO al I III II �, '. N �r . IF I7: 9x12 MT18H= 17 42 43 1644 y 45 14 7x14 MT18H= i12 16 3x8 II 3x8 II15 19 5x12 MT18H= 5x12 MT18H= 8x8= 8x8 = 5x12 MT18H.--=- 3,00 3.00 12 32-7-7 ¢ Q-0 7�8 2312-5-t10 07 -1 3-7-5 d-9 4-7-14 0,3� 16-6-0 I 12-6 2 I 23-9-6 ] 23-9-02 0 3812 51114 30'5-f l 38-2-12 30.9-4 0-1-13 0-1-13 Plate Offsets(X,Y)-- [3:0-2-8,0-1-12],[4:0-2-8,0-3-8],[7:0-3-8,0-5-0],[12:0-3-8,0-1-12],[14:0-5-12,0-2-8],[15:0-3-9,0-2-4],[16:0-2-4,0-2-4],[17:0-6-4,Edge],[18:0-6-12,0-5-4], i [19:0-0-6,0-1-13] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lidPLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.43 14-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.76 16-17 >609 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.46 12 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-AS Weight:284 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-7:2x6 DF No.2 2-0-0 oc purlins(2-4-4 max.):4-7. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied. 17-20:2x4 DF Std G WEBS 1 Row at midpt 3-17,6-14,9-12 WEBS 2x4 DF Std G*Except* 2-18,7-13,9-13:2x4 DF No.1&Btr G,15-16:2x12 DF SS REACTIONS. (lb/size) 19=2615/0-5-8,12=2615/0-5-8 Max Horz 19=139(LC 11) Max Uplift19=-482(LC 12),12=-482(LC 13) Max Gray 19=3210(LC 31),12=3210(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-27=-6531/965,27-28=-6405/968,3-28=-6303/979,3-29=-4565/747,4-29=-4403/769, 4-30=-4872/856,5-30=-4891/855,5-31=-4873/849,31-32=-4873/849,32-33=-4873/849, 33-34=-4873/849,34-35=-4873/849,35-36=-4873/849,36-37=-4873/849,6-37=-4873/849, 6-38=-4120/759,7-38=-4102/760,7-8=7007/1150,8-39=-6760/1026,39-40=-6881/1024, 9-40=-6945/1012,10-41=-329/90,2-19=-3183/585,10-12=-459/187 BOT CHORD 18-19-139/270,17-18=-921/5908,17-42=-496/3916,42-43=-496/3916,16-43=-496/3916, 16=4-4=-561/4873,44-45=-56174873,15-45=-5b1146/3,14-15=-5b1/4873, 13-14=-449/4170,12-13=-582/3938 Q`ED P R OF WEBS / 1j<` G � ' 6-14=-1780/278,4-16=-270/1933,7-13=-497/3043,7- 4=104/774,3-18=-195/1621, F� N •7io 8-13=-553/236,9-13=-249/2379,9-12=-5112/786 �� ?9 NOTES- 4C Z 92 1 OP 1)Wind:ASCE 7-10;VuIt=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)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 6-2-7,Exterior(2)6-2-7 to 17-2-12,Interior(1) / - IIPP 17-2-12 to 21-9-4,Exterior(2)21-9-4 to 32-9-9,Interior(1)32-9-9 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 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 3 Cr DOL=1.607 OREGON b lti 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 1--,e)-74}, 3)Unbalanced snow loads have been considered for this design. 14 2Peiv -- 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs VP non-concurrent with other live loads. ERR It-'- 5)200.0lb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 6)Provide adequate drainage to prevent water ponding. EXPIRES: 12_31'2U19 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. March 27,2019 Continued on page 2 I __ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 !Allele is always required for stability and to prevent collapse with 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 Lennar K5898561 B1703796 A04 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8220 s Jan 19 2019 MTek Industries,Inc.Wed Mar 27 12:23:10 2019 Page 2 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-w?1 ih69EdfNXzSsSUvcEOgKS9a?NL_nb22xmllzWihV NOTES- 9)The Fabrication Tolerance at joint 2=6% 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*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. 12)A plate rating reduction of 20%has been applied for the green lumber members. 13)Bearing at joint(s)19,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)19=482,12=482. 15)Following joints to be plated by qualified designer:Joint(s)19,not plated. 16)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 17)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. 18)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 19)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)288 lb down and 189 lb up at 11-8-10,221 lb down and 139 lb up at 14-0-12,259 lb down and 158 lb up at 16-0-12,259 lb down and 158 lb up at 18-0-12,259 lb down and 158 lb up at 19-6-0,259 lb down and 158 lb up at 20-11-4,259 lb down and 158 lb up at 22-11-4,and 221 lb down and 139 lb up at 24-11-4,and 288 lb down and 189 lb up at 27-3-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-64,4-7=-64,7-10=-64,10-11=-64,18-19=-20,17-18=-20,14-17=-20,13-14=-20,12-13=-20 Concentrated Loads(Ib) Veil:4=-189 7=-189 5=-189 6=189 30=-155 33=-189 34=-189 35=-189 38=-155 44=-100 45=-100 f __ 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 feb,:eeti.,tr,et.eege,de6:aeY wl:..._.A le.akei of ti and Imes systems,sae AIJa 1 11 Q^a1Ny C 1 DAB is artl Br• 260 VJug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898562 _ 61703796 A05 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:51 2019 Page 1 ` I D:ddyJlzQd19_F46arEDmnsXyJ W7Z-Fj WUw3IPU W mbt8rKcYZgsbSCM8XD4eJHbDkpLzWikc I1-0. 60.2 6-8-0 11-6-8 13-10-15 16-4-4 22-7-12 25-0-0 27-5-8 32-4-0 33-11-1y 39-0-0 4p-0.p 1-0-01 5-0-2 11-7-14 4-10-8 12-4-7 1 2-5-5 ] 6-3-8 1 2-4-4 j 2-5-8 4-10-8 11-7-13I 5-0-4 1-0-01 Scale=1:75.3 8x8 i 9 5 2x4 I I 2x4 II 8x8 J 6.00 12 4 / 6 7 CRI as [RI rsa sa 24 \25B 26 :72829 235xMTHi22 �_�i Ig 21 20 19 1838 17 3916 15 14 13 3x6 II 5x8 = 3x4= 8x8 = 5x12 MT18H= 3x4= 5x8= 3x6 I I 4x8 II 5x8 II 8x8= 5-0-2 16-8-0 11-6-8 I 16-2-8 16-0-4 22-7-12 I 27-5-8 32-4-0 3[3-11-19 39-0-0 5-0-2 1-7-14 4-10-8 4-7-15 0-1-13 6-3-8 4-9-12 4-10-8 1-7-13 5-0-4 Plate Offsets(X,Y)-- [2:0-2-12,0-2-0],[3:0-1-12,0-1-8],[4:0-4-0,0-3-4],[8:0-4-0,0-3-4],[10:0-1-12,0-1-8],[11:0-2-12,0-2-0],[14:0-3-9,0-1-12],[16:0-2-4,0-2-4],[18:0-2-4,0-2-4], [20:0-3-9,0-1-12] 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 1.00 Vert(LL) -0.35 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.55 15-16 >841 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.16 13 n/a n/a BCLL 0.0 * Code IBC20151TP12014 Matrix-RH Weight:260 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-8:2x6 DF No.2 2-0-0 oc purlins(3-6-8 max.):4-8. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-0-1 oc bracing. WEBS 2x4 DF Std G*Except* 16-18:2x12 DF SS,2-20,11-14:2x4 DF No.1&Btr G REACTIONS. (lb/size) 13=2229/0-5-8,21=2228/0-5-8 Max Horz 21=-170(LC 8) Max Upliftl3=-395(LC 13),21=-394(LC 12) Max Gray 13=2936(LC 31),21=2935(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=-4094/1025,22-23=-3914/1026,3-23=-3898/1032,3-24=-4221/1255, 4-24=-4056/1266,4-25=-4242/1511,6-25=-4242/1511,6-26=-4242/1511, 26-27=-4242/1511,27-28=-4242/1511,28-29=-4242/1511,29-30=4242/1511, 30-31=-4242/1511,31-32=4242/1511,32-33=4242/1511,7-33=4242/1511, 7-34=-4242/1511,8-34=-4242/1511,8-35=-4057/1271,10-35=-4225/1260, 10-36=-3899/1030,36-37=-3911/1024,11-37=-4096/1023,2-21=2893/819, 11-13=-2895/820 BOT CHORD 19-20=-765/3600,18-19=-915/3666,18-38=-982/4186,17-38=-963/4207, 17-39=-964/4179,16-39 -981/4155,15-16=-929/3672,14-15=-768/3601 �p PROF WEBS 6-18=-773-19=-167/361,10-15—180/362,4-118—237/1365,8-16=235/1361,11-14—807/3690 ��c����GINEF�'-V0 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 ,c 89200PE 9r (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 8-4-12,Exterior(2)8-4-12 to 17-0-11,Interior(1) 17-0-11 to 21-11-5,Exterior(2)21-11-5 to 30-6-3,Interior(1)30-6-3 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 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 -411140P •'gr. DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 y OREGON _Si 3)Unbalanced snow loads have been considered for this design. yl- 4J �� 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /O '9y 14, ZO Q. non-concurrent with other live loads. 3 5)200.OIb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. &TR R I..\- 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. EXPIRES: 12-31-2019 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. March 27,2019 Continued on page 2 I I 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 !Ariel( is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TRH 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 Lennar K5898562 - B1703796 A05 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:51 2019 Page 2 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-Fj WUw3IPU Wlmbt8rKcYZgsbSCM8XD4eJHbDkpLzW kc NOTES- 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 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 395 lb uplift at joint 13 and 394 lb uplift at joint 21. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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)141 lb down and 72 lb up at 13-11-9,104 lb down and 66 lb up at 16-0-12, 104 lb down and 66 lb up at 18-0-12,104 lb down and 66 lb up at 19-6-0,104 lb down and 66 lb up at 20-11-4,and 104 lb down and 66 lb up at 22-11-4,and 140 lb down and 71 lb up at 25-0-7 on top 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:1-2=-64,2-4=-64,4-5=-64,4-8=-64,8-9=-64,8-11=-64,11-12=-64,13-21=-20 Concentrated Loads(Ib) Vert:6=-69(F)7=-69(F)25=-102(F)28=-69(F)29=-69(F)31=-69(F)34=-102(F)38=-100 39-100 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the mhrhwlnn efnrnr_flplivpry PrwMinn end hraeing,nf tenses and truss systems 4Pe ANSUTPH Quality Criteria.DSB-89 end BCSI Building Component 250 Ktug,Cirrte Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898563 B1703796 A06 GABLE 2 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:00:48 2019 Page 1 " ID:UZV NgKMdxvvzk6GYun72kXzzOze-yFnnxTYVgywLWjZHDr4wy41 KicC VwDX3SGrIC5zWjjOT t 0-p 14-10-0 24-2-0 I 39-0-0 0-l? 1-0-0' 14-10-0 9-4-0 14-10-0 -0-0 Scale=1:68.7 3x6 = 3x6 = 10 11 w 12 X51 13 14 42 15 16 17 6.00 12 508 1853 7 19 8 20 5 g E E E E - 21 9 ocb 49 4 22 54 4x6 4x6 - 23 2 483 1 55 24 25 a h 1 0 •-• - $ $4 RI ' $' $ $ $ 1 m �- ® ® ... _ I3' 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 3x6 = 3x4 = 39-0-0 39-0-0 Plate Offsets(Xy)- [10:0-3-0,0-2-1],[16:0-3-0,0-2-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 25 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 25 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.01 26 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:266 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(6-0-0 max.):10-16. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:46-47,26-27. WEBS 1 Row at midpt 13-37,12-38,11-39,14-35,15-34 REACTIONS. All bearings 39-0-0. (Ib)- Max Horz 47=-158(LC 10) Max Uplift All uplift 100 lb or less at joint(s)47,37,38,39,40,41,42,43,44,45,35,33,32,31,30,29, 28 except 46=-206(LC 12),27=-181(LC 13) Max Gray All reactions 250 lb or less at joint(s)47,26,39,46,34,27 except 37=265(LC 30),38=273(LC 30), 40=255(LC 31),41=267(LC 31),42=266(LC 31),43=267(LC 31),44=264(LC 31),45=278(LC 31),35=273(LC 30), 33=255(LC 31),32=267(LC 31),31=266(LC 31),30=267(LC 31),29=264(LC 31),28=278(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-95/299,10-11=-86/293,11-12=-86/293,12-13=-86/293,13-14=-86/293, 14-15=-86/293,15-16=-86/293,16-17=-95/299 BOT CHORD 45-46=-69/257,44-45=-69/257,43-.44=-69/257,42-43=-69/257,41-42=-69/257, 40-41=-69/257,39-40=-69/257,38-39=-69/257,37-38=-69/257,35-37=-69/257, 34-35=-69/257,33-34=-69/257,32-33=-69/257,31-32=-69/257,30-31=-69/257, 29-30=-69/257,28-29=-69/257,27-28=69/257 WEBS 2.427 =6/1306,2-4b=-787306 Q` NOTES- •f<.°D PROp 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; . b• `�NG►NE&. V/�j MWFRS(envelope)gable end zone and C-C Comer(3)-1-0-0 to 2-10-13,Exterior(2)2-10-13 to 10-11-3,Corner(3)10-11-3 to 18-8-13,Exterior(2)18-8-13 to 20-3-3,Corner(3)20-3-3 to 28-0-13,Exterior(2)28-0-13 to 36-1-3,Corner(3)36-1-3 to 40-0-0 zone; , '9� cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; $ 200PE Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. -! �' • 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. yG -y OREGON 4, 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs r N R non-concurrent with other live loads. /Q i 4 Q� P 6)Provide adequate drainage to prevent water ponding. IL`•87)All plates are 2x4 MT20 unless otherwise indicated. MFR RIO- 8) )Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). EXPIRES: 12-31-2019 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. March 27,2019 Continued on Daae 2 4 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 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 Lennar K5898563 - B1703796 A06 GABLE 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:00:48 2019 Page 2 ID:UZVNgKMdxvvzk6GYun72kXzzOze-yFnnxTYVgywLWjZH Dr4wy41KicC VwDX3SGrIC5zWjOT NOTES- 12)*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. 13)A plate rating reduction of 20%has been applied for the green lumber members. 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)47,37,38,39,40,41,42,43,44,45,35,33,32,31,30, 29,28 except(jt=lb)46=206,27=181. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. i 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 id b,.ei.4 ef#.sew ad k..ee eee AMGYTPI1 quality Criteria,DM'9 and SCSI CWJdlx,Component 2G0 Kkg Oirele Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898564 B1703796 A07 GABLE 2 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:00:52 2019 Page 1 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-gl OingbOjAQn?Lt2Sg9t6wwOiDZRs1 YfN upzLszWIOP 1 0-9 14-9-8 24-2-8 I 39-0-0 0-(+ -0- 0 14-9-8 9-5-0 14-9-80-0 - Scale=1:68.7 3x6 = 3x6 = 9 10 11 12 13 14 15 16 17 6a 6a 6a MI rw ft ® ft & 11'a 6.00 12 g 1851 50 7 19 6 20 .. 5 E E E E E 21 m ab .. 49 4 22 52 4x6 4x6 4 _ 23 2 48 3 1 53 24 25 r . M * 3 ft tf ft ft * * BI m I ft ft ft 12 ft ft tt r-. d 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 1 3x4 = 3x6 = 3x4 = 39-0-0 39-0-0 Plate Offsets(X,Y)-- [10:0-3-0,0-2-1],[16:0-3-0,0-2-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 25 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 25 n/r 120 TCDL 7.0 Rep Stress lncr YES WB 0.23 Horz(CT) 0.01 26 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:265 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(6-0-0 max.):10-16. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:46-47,26-27. WEBS 1 Row at midpt 13-37,12-38,11-39,14-35,15-34 REACTIONS. All bearings 39-0-0. (Ib)- Max Horz 47=158(LC 11) Max Uplift All uplift 100 lb or less at joint(s)47,37,38,39,40,41,42,43,44,45,35,33,32,31,30,29, 28 except 46=-207(LC 12),27=-182(LC 13) Max Gray All reactions 250 lb or less at joint(s)47,26,39,46,34,27 except 37=265(LC 30),38=272(LC 30), 40=253(LC 31),41=267(LC 31),42=266(LC 31),43=267(LC 31),44=264(LC 31),45=278(LC 31),35=272(LC 30), 33=253(LC 31),32=267(LC 31),31=266(LC 31),30=267(LC 31),29=264(LC 31),28=278(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-93/294,10-11=-85/288,11-12=-85/288,12-13=-85/288,13-14=-85/288, 14-15=-85/288,15-16=-85/288,16-17=-93/294 BOT CHORD 45-46=-70/261,44-45=-70/261,43-44=-70/261,42-43=-70/261,41-42=-70/261, 40-41=-70/261,39-40=-70/261,38-39=-70/261,37-38=-70/261,35-37=-70/261, 34-35=-70/261,33-34=-70/261,32-33=-70/261,31-32=-70/261,30-31=-70/261, 29-30=-70/261,28-29=-70/261,27-28=-70/261 WEBS 2-46=-77/311,24-27=-68/311 ,if,Ep PROF s 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; �5�NGiNEr /0 MWFRS(envelope)gable end zone and C-C Corner(3)-1-0-0 to 2-10-13,Exterior(2)2-10-13 to 10-10-11,Comer(3)10-10-11 to Nr 18-8-5,Exterior(2)18-8-5 to 20-3-11,Comer(3)20-3-11 to 28-1-5,Exterior(2)28-1-5 to 36-1-3,Corner(3)36-1-3 to 40-0-0 zone; ,� 89200PE 9r cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 //)) 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 • Cr 4)Unbalanced snow loads have been considered for this design. - OREGON Ix 4/ 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs li 2 �+�C non-concurrent with other live loads. " 1 9Y 14 0 6)Provide adequate drainage to prevent water ponding. � 7)All plates are 2x4 MT20 unless otherwise indicated. ‘viFR R I LA- 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). EXPIRES: 12-31-2019 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. March 27,2019 Continued on Dace 2 I MEIN AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not tut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 Lennar K5898564 B1703796 A07 GABLE 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:00:52 2019 Page 2 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-g101ngbOjAQn?Lt2Sg9t6wwOiDZRs1 YfN upzLszWjOP NOTES- 12)*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. 13)A plate rating reduction of 20%has been applied for the green lumber members. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)47,37,38,39,40,41,42,43,44,45,35,33,32,31,30, 29,28 except(jt=lb)46=207,27=182. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. t MOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mileka is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the .fi6.,.�.,J A.,.a�,bnfa,aee ANBYTI11Qs.' o iiterie,g€940 o..o B^B'B..iid'..g U..mpe..i! 280 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Oty Ply Lennar K5898565 B1703796 A08 Hip 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:00:56 2019 Page 1 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-joGpdCfWnPxDTyAphWEpGm4Wxri6okTFH WnAUdzW(OL 1-1-0 11-4-11 13-10-15 27-5-8 - 110-C'0011-1-01 4-0-14 05-31-111 90.y 70-y1.6-7 -82.-7 I 2 -553--12 ] 232-17-1122 1 2SS-1 121101-435 341-43%10 1 34-5-6 307 77 2-5x110. 0-1-13 Scale=1:73.5 5x10 Special Special Special 9Special 5 2x4 II Special 4x6 = 5x10 6.00 12 4 6 Special Special 7 6 _. _ 1 25 27 28 29 30 31 36 2x4 I 10 4x6 i 24 3 37 5x8 o �% d 5x12 MT18H i 23l 3811 i. 4x6 moi' itili 1 2, �� �� 1213 1313 XV 9x16 MT18H = 20 39 40 41 42 17 5x12 = 19 3x8 II3x8 18 15 14 22 5x12 MT18H = 3x6 5x12 MT18H = 8x8 = 8x8 = 5x12 MT18H =2x4 I I 3.0012 37-0-0 11-4-11 31-7-7 36-10-1 1-1-0 5-0-2 5-1x114 9-2-12 9)1771.6 16-2-8 1 1950 22-7-12 26 12 201-70-s131-3-14 31-5-110 35-11-0 3 39-0-0 -1-01 3-11-2 0-1'-'12 4-0-14 0170-81fi-7 4-9-12 0-1'-'13 3-1-12 3-1-12 I 3-9-0 - 4-3-10 01'M3 4-3-10 rill 2-0-0 0-1-12 0-3-9 0-1-15 Plate Offsets(X,Y)-- [2:0-3-0,0-1-12],[3:0-2-8,0-2-01[8:0-4-4,0-2-8],[11:0-3-8,0-2-0],[16:0-5-4,0-3-0],[18:0-3-9,0-2-4],[19:0-2-4,0-2-4],[21:0-8-0,0-3-11] 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 0.85 Vert(LL) -0.46 19-20 >950 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.84 19-20 >522 180 MT18H 220/195 TCDL 7.0 Rep Stress lncr YES WB 0.68 Horz(CT) 0.27 15 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-AS Weight:263 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-8:2x6 DF No.2 2-0-0 oc purlins(3-3-7 max.):4-8. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-20,7-17 2-21,11-16:2x4 DF No.1&Btr G,18-19:2x12 DF SS REACTIONS. (lb/size) 22=2080/0-5-8,15=2360/0-5-8 Max Horz 22=-145(LC 8) Max Uplift 22=-317(LC 12),15=-348(LC 13) Max Gray 22=2755(LC 31),15=3124(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5582/1400,3-4=-3867/1155,4-6=-3697/1374,6-7=-3696/1371,7-8=-3031/1221, 8-10=-3834/1046,10-11=-3890/982 BOT CHORD 20-21=-1146/5071,19-20=-812/3306,18-19=-853/3696,17-18=-853/3696, 16-17=-721/3038,15-16=-317/283 WEBS 11-15=-2916/816,3-20=-1989/394,4-20=-75/261,2-21=-1140/4917,6-19=-630/303, 7-18=0/487,7-17=-1573/314,4-19=-185/1090,8-17=-98/816,8-16=-129/718, 11-16=-959/3698,3-21=-215/1376,10-16=-465/212,2-22=-2695/780 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; ,?,Ep PROpe MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 8-4-12,Exterior(2)8-4-12 to 16-10-0 .<(' 061 ,Interior(1)16-10-0 to 22-1-5,Exterior(2)22-1-5 to 30-7-4,Interior(1)30-7-4 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 zone;cantilever �Gj �NGINEe /0 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 89200PE 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 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Q � • 5)200.0Ib AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 6)Provide adequate drainage to prevent water ponding. OREGON R to 7)All plates are MT20 plates unless otherwise indicated. G� ,t4 OREGON 2.()� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q k f 4P�' 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. iii`R R 10- 1 0)A plate rating reduction of 20%has been applied for the green lumber members. 11) Bearing at joint(s)22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify EXPIRES: 12-31-2019 capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) March 27,2019 Contafe41c7n MR44. 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 verily the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 Lennar K5898565 - B1703796 A08 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:00:56 2019 Page 2 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-joGpdCfWnPxDTyAphWEpGm4Wxri6okTFH WnAUdzWjOL NOTES- 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)135 lb down and 71 lb up at 13-11-9,99 lb down and 65 lb up at 16-0-12,99 lb down and 65 lb up at 18-0-12,99 lb down and 65 lb up at 19-6-0,99 lb down and 65 lb up at 20-11-4,and 99 lb down and 65 lb up at 22-11-4,and 135 lb down and 71 lb up at 25-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16) 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=-64,4-5=-64,4-8=-64,8-9=-64,8-12=-64,12-13=-64,21-22=-20,20-21=-20,17-20=-20,16-17=20,15-16=-20,14-15=-20 Concentrated Loads(Ib) Vert:6=-64(B)7=-64(B)26=-96(B)28=64(B)30=-64(B)32=-64(B)35=-96(B)41=100 42=-100 4 i MIN/ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1ak:.sC....,el.re9.,ele6.erY,_seekm end b,aai..g eH..weso L system.,ass A#ICVTIVI Qrdiy CrlNq.,ala l e�wl DCC!B_:NA..!)C_...�e..-..! 520 Kl.y Cl,.,b Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898566 B1703796 A09 Hip 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:00:59 2019 Page 1 ID:ddyJ IzQd 19_F46arEDmn5XyJ W7Z-7NxxFEhP4KJoLPvOMfnWuPi 1 a2kr?49h_T0r5yzW 0l 27-7-5 5-3-11 76-8 11-10-15 27-5-8 - i11-0.0-q1 33--11-00 [52--01-1144 ]i 71--21-11-21 I 1 29-1-60--4 12 1111-08 I I 146-4-4 -5-5 ] 128-.-610-2-6 I 223--79--612 I 263-0-9-102 2c/_-;11 7--6--1149--0-4 15 321-55--160 1 323--511-60 326-b7-88 I 3290.80 11 0.-00.-0 1 0-1-13 0-3-12 0-4-7 0-4-7 Scale=1:75.9 0-1-13 5x10 ' 2x4 II 4x6 = 5x10 12 4 5 26 _ 5 7 2: 29 30 3 632 33 347 6.00 !i _ 1 2x4 4x6 i 8 35 3 5x10 24 36 3x4 o 7x14 MT18H i i; o 23 r g 3x4 I Ft 22 I i' 3710 1 2 �p♦ �._ 11 70 im111111, II. II MEL i 12 141,1 5x16 = 9x16 MT18H = 19 38 39 1840 3x8 II 3x8 I 14117 16 14 13 21 5x12 MT18H = 3x6 5x12 MT18H = 8x8 = 8x8 = 5x12 MT18H =2x4 I I 3.00 12 31-7-7 5-1-14 18-10-6 31-5-10 39-0-0 1 3-1-0 1 5-0-2 11 7-2-12 1 9-104 ] 16-2-8 16-4-4 22-7-12 1 264-12 f17-27-95 .49--0-41,131314 11[1333-11-0 1 36-6-8 3d-4-1� 1 3-1-0 1-11-2 2-0-14 2-7-8 6-4-4 0-1�-h3 2-6-2 3-9-6 35-0 X123-10 0-1 2-7-6 0-10.4 1-74 0-1-13 0-1-13 2-3-10 Plate Offsets(X,Y)-- [2:0-2-12,0-2-4],[3:0-2-4,0-2-0],[4:0-5-0,0-2-4],[7:0-4-4,0-2-8],[9:0-4-0,0-2-0],[14:0-5-12,Edge],[15:0-8-0,0-3-0],[17:0-3-9,0-2-4],[18:0-2-4,0-2-4], [19:0-5-8,0-2-8],[20:0-8-0,0-3-11] 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 0.89 Vert(LL) -0.46 18-19 >959 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.85 18-19 >516 180 MT18H 220/195 TCDL 7.0 Rep Stress!nor YES WB 0.75 Horz(CT) 0.30 14 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-AS Weight:257 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-7:2x6 DF No.2 2-0-0 oc purlins(2-2-0 max.):4-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-19,6-16 2-20,9-15:2x4 DF No.1&Btr G,17-18:2x12 DF SS REACTIONS. (lb/size) 21=2493/0-5-8,14=2839/0-7-12 Max Horz 21=122(LC 51) Max Uplift 21=-480(LC 12),14=-540(LC 13) Max Gray 21=3050(LC 31),14=3472(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6157/976,3-4=-4289/729,4-5=-4363/769,5-6=-4361/768,6-7=-3452/642, 7-8=-4279/738,8-9=-4312/623,9-10=-139/288 BOT CHORD 19-20=-924/5577,18-19=-506/3673,17-18=545/4361,16-17=-545/4361, 15-16=-386/3406,14-15=-414/275 WEBS 2-20=-796/5409,9-14=-3205/560,3-19=-2150/479,5-18=947/424,6-17=0/433, 6-16=-1965/319,4-18=-243/1429,7-16=-119/982,4-19=-130/381,7-15=-161/758, 9-15=-601/4179,3-20=-189/1503,8-15=-516/244,2-21=-29891557 NOTES- CEO PROFF 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; .`t`` ss MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 5-9-10,Exterior(2)5-9-10 to 16-10-0 SCJ �1kGINE, . /A- ,Interior(1)16-10-0 to 22-1-5,Exterior(2)22-1-5 to 33-1-11,Interior(1)33-1-11 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 zone; tC� "v9 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 *,,,,-..89200PE f 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� • MU non-concurrent with other live loads. CZ- wi 5)200.01b AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. yL OREGON IL 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. :!;'9r 14 2�2 A 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MF V 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 RR II will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 1231'2019 11) Bearing at joint(s)21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. March 27,2019 Continued on oaae 2 MINIM 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 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 Lennar K5898566 61703796 A09 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:00:59 2019 Page 2 ID:ddyJ IzQd 19_F46arEDmn5XyJ W7Z-7NxxFEhP4KJoLPvOMfnWuPi 1 a2kr?49h_TOr5yzWj01 NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)21=480,14=540. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)366 lb down and 207 lb up at 11-11-9,214 lb down and 139 lb up at 14-0-12,248 lb down and 157 lb up at 16-0-12,248 lb down and 157 lb up at 18-0-12,248 lb down and 157 lb up at 19-6-0,248 lb down and 157 lb up at 20-11-4,248 lb down and 157 lb up at 22-11-4,and 214 lb down and 139 lb up at 24-11-4,and 384 lb down and 219 lb up at 27-0-7 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(plt) Vert:1-4=-64,4-7=-64,7-11=-64,11-12=-64,20-21=-20,19-20=-20,16-19=-20,15-16=-20,14-15=-20,13-14=-20 Concentrated Loads(Ib) Vert:5=-178 6=-178 25=-267 26=-147 28=-178 29=-178 30=-178 33=-147 34=-285 40=-100 41=-100 / 111111011•1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not air a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 r^h.ir-e10'Jr r oy,maliarapd lvacirg V.-resat aadia¢°tyttarcg`aa NSI/T.1.D^^'Ny Glte040 DSla P°owl W'SI13..•""Ig C—sgearori 256 Kh.g Onetw Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Oty Ply Lennar K5898567 61703796 Al0 Hip 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:02 2019 Page 1 `• ID:ddyJlzQd19_F46arEDmnsXyJW7Z-Xyd4tFjHNFhMCtez2nKDW1 KYvFn4CNA7gREVhHzWjjOF 31-5-10 39-0-0 11-0-Q 35-8 I5-1-14 6-10-0 I 96-8 9-al, 150-0 I16-4-4I 20-888 122-7-12 I 26-412 I 29-1-1 29t5t8 133-6-8 I 3658 I 38-8-7 i40-0-0 -0-0 35-8 11-5 1-8-6 2A- 5-1-5 14-0 4-0-4 1-11-0 3-9-0 25-5 01M1-9 2-0-2 2-0-14 3-0-0 2-1-15 0--I9 1-0-0 Scale=1:75.2 5x12 Special 4x6 = 4x4 = 5x12 6.00 12 4 13 _ 24 . 25 46 5� 27 48 3r0 al 32 33 347 2x4 II 2x4 II 5 _ 3 35 4x8 ioli o x12 MT18H i 22 - 36 21 9 2 IIIIIIIIII c • e a - 14 IS T•-�19 - 8x12 = 18 1737 3x8 II 3x8 II381615 7x14 MT18H = 13 12 20 5x12 MT18H = 3x6 5x12 MT18H = 8x8 = 8x8 = 5x16 9x16 MT18H II 3.00 12 5-3-10 31-7-7 5-1-14 31-5-10 39-0-0 358 1156-0-120 Il18-10-0 9-10-0 16-4-4 18 1-8 ] 22-7-12 I 26-4-3-912 293-4:0.102 131-13-1_124 in 3358 I 3658 380r912-1-15 i 1 35-8 - 159 3-0-0 6-6-0 1-9-0 45-0 0 1-11-2 1-11-2 3-0-0 Oji 192115 0-1-12 0-1-13 0-1-13 0-1-13 Plate Offsets(X,Y)— [2:0-3-0,0-1-12],[4:0-3-8,0-2-4],[7:0-5-0,0-2-4],[12:Edge,0-3-9],[12:0-0-0,0-1-13],[13:0-6-4,0-2-4],[16:0-3-9,0-2-4],[17:0-0-0,0-2-4],[19:0-5-4,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.40 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.84 Vert(CT) -0.71 15-16 >658 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.34 12 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight:251 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-7:2x6 DF No.2 2-0-0 oc purlins(2-11-2 max.):4-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 5-18 10-13,2-19:2x4 DF No.1&Btr G,16-17:2x12 DF SS REACTIONS. (lb/size) 20=2361/0-5-8,12=2433/0-5-8 Max Horz 20=107(LC 11) Max Uplift 20=-504(LC 12),12=-558(LC 13) Max Gray 20=2831(LC 31),12=2915(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5611/1028,3-4=-5588/1151,4-5=-3507/795,5-6=-4778/1018,6-7=-4159/931, 7-8=-5404/1198,8-9=-5537/1119,9-10=-3139/670,10-12=-2883/655 BOT CHORD 18-19=-595/3585,17-18=-760/4778,16-17=-760/4778,15-16=-760/4778, 14-15=-722/4264,13-14=-518/2747 WEBS 5-18=-1847/370,9-13=-1905/424,10-13=-596/3049,2-19=-814/4910,7-14=345/1840, 9-14=-359/2202,4-19=-468/2105,5-17=0/377,6-16=0/280,6-15=1261/209, 7-15=-83/359,4-18=-90/554,3-19=-516/263,8-14=-415/240,2-20=-2773/617 NOTES- D 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; `Q�p PROF7`ts I MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 3-10-7,Exterior(2)3-10-7 to •``�` C s 14-10-13,Interior(1)14-10-13 to 24-1-13,Exterior(2)24-1-13 to 35-2-3,Interior(1)35-2-3 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 �Gj �GNG�N�F9 �� zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions �� 2'y 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 �- 89200PE• 3)Unbalanced snow loads have been considered for this design. • 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs • non-concurrent with other live loads. Q 5)200.0Ib AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 6)Provide adequate drainage to prevent water ponding. 'yL OREGON A 7)All plates are MT20 plates unless otherwise indicated. ,9 ZOO I 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q r 1 4QA 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 b V _ will fit between the bottom chord and any other members. � F RIO- 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Bearing at joint(s)20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify EXPIRES: 12-31-2019 capacity of bearing surface. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) March 27,2019 Contemn b4103550. 1 1 -- _AWARA WARNING NING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII 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 Lennar K5898567 - B1703796 A10 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:02 2019 Page 2 ID:ddyJlzQd19_F46arEDmn5XyJW7Z-Xyd4tFjHNFhMCtez2nKDW1 KYvFn4CNA7gREVhHzVAOF NOTES- 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)220 lb down and 189 lb up at 9-11-9,144 lb down and 86 lb up at 12-0-12,161 lb down and 142 lb up at 14-0-12,149 lb down and 142 lb up at 16-0-12,149 lb down and 142 lb up at 18-0-12,149 lb down and 142 lb up at 19-6-0,149 lb down and 142 lb up at 20-11-4,149 lb down and 142 lb up at 22-11-4,161 lb down and 142 lb up at 24-11-4,and 196 lb down and 137 lb up at 26-11-4,and 350 lb down and 291 lb up at 29-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16) 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=-64,7-10=-64,10-11=-64,19-20=-20,18-19=20,15-18=-20,14-15=20,13-14=-20,12-13=-20 Concentrated Loads(Ib) Vert:5=-80 6=-80 23=-121 24=109(B)25=-92 28=-80 29=-80 30=-80 32=-92 33=-130 34=-251 37=-100 38=-100 it t A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Ytor Kl . ,� Sa/etylnformetron avails•le from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,a,CAA92880 Job Truss Truss Type Qty Ply Lennar K5898568 81703796 All Hip 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:07 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-uvQzwznQBnJfleWxgKwOD51 P5GVrtdUspjyGNUzWjOA 31-510 11-0-01 5-1-14 7 1 I15 14-1-11 I 22-1-6 1 31-1-1 31rSr8 36-6-8 1 330-0 10.0.0 - 1-0-0 5-1-14 27-180 0 7 6-2-11 7-11-11 8-11-11 011-7 5-0-14 2-5-8 �I-0-0I 0-0-2 Scale=1:74.0 5x10 7x14 MT18H 2x4 11 4x8 = 4x4 = 6.00 12 4x4 = 4x4 = Special 2x4 I 4 2 5 324 6 26 27 7' 28 29 30 9 31 ,32 33 m 10 34 3 •• 4x6 o 5x12 i , d vi 2 ��� 144, 1 �� 2 13 o d l" �16 �� v r> e 20 �� r-� �/ 8x12 = 19 18 17 7x14 MT18H = Eit 15 14 21 3x4 = 5x12 MT18H = 5x16 = 3x6 15x12 MT18H = 9x16 MT18H 11 3.00 12 31-7-7 5-3-11 31-5-10 5-1-14 31-5-8 I 3-5 8 15�z 111510 a 1 s-1oa 1 81-e I 28-12 1 2-0 02 1311-131-14 '_ '2 III 3-1-2I 0 13 8 I 35-8 1-6-10 1£9 3-0-0 8-3-4 0-1-13 0-1-11 0-1-13 0-0-2 0-1-13 Plate Offsets(X,Y)-- [2:0-3-0,0-1-12],[4:0-4-0,0-2-0],[6:0-1-8,0-2-0],[10:0-3-4,0-3-8],[11:0-2-12,0-1-8],[14:Edge,0-3-9],[14:0-0-0,0-1-13],[15:0-7-0,0-2-4],[16:0-6-8,0-3-8], [17:0-5-12,Edge],[19:0-5-12,0-2-8],[20:0-6-0,0-3-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.42 17-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.89 17-18 >524 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.36 14 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:226 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except` TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-7,7-10:2x6 DF No.2 2-0-0 oc purlins(2-3-9 max.):4-10. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G"Except* WEBS 1 Row at midpt 6-19 12-15,2-20:2x4 DF No.1&Btr G REACTIONS. (lb/size) 21=2296/0-5-8,14=2389/0-5-8 Max Horz 21=96(LC 11) Max Uplift 21=-615(LC 12),14=-688(LC 13) Max Gray 21=2680(LC 31),14=2759(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5263/1267,3-4=-5208/1374,4-5=-3982/1128,5-6=-3989/1130,6-8=-5253/1478, 8-9=-4759/1422,9-10=-4542/1333,10-11=-5195/1430,11-12=-2948/822, 12-14=-2727/788 BOT CHORD 19-20=-878/3776,18-19=-1250/4997,17-18=-1365/5362,16-17=-1212/4900, 15-16=-642/2571 WEBS 4-19=-268/900,5-19=-349/110,6-19=-1595/513,6-18=-53/439,8-17=-930/285, 9-17=402/188,11-16=-593/2218,11-15=-17761520,12-15=-737/2844,2-20=1028/4598, 4-20=-454/1780,9-16=-527/223 3-20=-443/251,10-16=-353/1711,2-21=-2625/727 �C�Ep PROF , NOTES- v 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; ��NGj �NGINEF9 s/p29 MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 12-10-4,Interior(1)12-10-4 to 25-11-7,Exterior(2)25-11-7 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for �' 89200PE 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 j 3)Unbalanced snow loads have been considered for this design. '''': 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 4610P non-concurrent with other live loads. 10OREGON to 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. G�Q 4 O t N �, LA 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r f 4 ATT 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 Qj will fit between the bottom chord and any other members. �7pR �.`' 9)A plate rating reduction of 20%has been applied for the green lumber members. � 10) Bearing at joint(s)21 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify EXPIRES: 12-31-2019 capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) March 27,2019 Cont 11fe616ri I ► A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII 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,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898568 - B1703796 All Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:07 2019 Page 2 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-uvQzwznQBnJfleVVxgKwoD51 P5GVrtdUspjyGNUzW1OA NOTES- 12)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical 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)220 lb down and 189 lb up at 7-11-9,108 lb down and 98 lb up at 10-0-12,178 lb down and 138 lb up at 12-0-12,161 lb down and 142 lb up at 14-0-12,149 lb down and 142 lb up at 16-0-12,149 lb down and 142 lb up at 18-0-12,149 lb down and 142 lb up at 19-6-0,149 lb down and 142 lb up at 20-11-4,149 lb down and 142 lb up at 22-11-4,161 lb down and 142 lb up at 24-11-4,150 lb down and 162 lb up at 26-11-4,and 133 lb down and 85 lb up at 28-11-4,and 350 lb down and 292 lb up at 31-0-7 on top 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=-64,4-10=64,10-12=-64,12-13=-64,20-21=-20,19-20=-20,17-19=-20,16-17=-20,15-16=-20,14-15=-20 Concentrated Loads(Ib) Veil:7=-80 5=-43 6=-92 22=-121 24=-109 26=-80 27=-80 28=-80 29=-80 30=-92 31=-80 33=-98(B)34=-251 t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 etnrage Aetivery nmrlinn and hrarin of+mecca and tpirs`y`ta—,sea 4.0211,-.11 Qua*CrYNA8 DSD-all awl SCSI c.J nrug CIrme Safetylnformatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898569 81703796 Al2 Hip Girder 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:55 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJW7Z-7U1_mRovYkpC4UScZScV?ilGd_U49pruCDByy6zWikY 5-10-15 33-5-8 �l-0-01 2-7-14 15-1-14 5 -0 I 9-10-0 I 15-5-0 I 20-10-0 I 26-4-12 31-5-10 I33-1-1 I I 36EA I 39-0-0 40-0-0 - 0-0 2-7-14 25-0 05.11901 -0 3-11-5 5-6-12 5-5-0 5-6-12 5-0-14 1-7-7 3-1-0 2-5-e �IO-0 0-4-7 0-4-7 Scale=1:74.1 4x4= 5x10 6.00 12 4x4= 4x6 = 4x8= 4x8= 2x4 II 8x8 = 4 5 27 5 28 6 30 31 8 32 33as 9 34w 35w w 10 36 37 11 38 4x12 i ,m26 w w ,z29 w w w w ., 0 1d 4x6 2x4 II 4i- in 12 4x6 d 2 1314 v 0 1 --�� ,� v -i 18 I.Ir l. 23 17 8x8 = 2239 40 21 41 42 43 20 qq 45 19 8012 =4x 16 15 24 4x4= 7x14 MT18H= 8x12 = 3x6 II 6x8= 7x14 MT18H= 4x4= 3.00 12 5-0-8 33-6-8 5-3-10 31-7-7t 55-0-2 0 2 50-1-1[t 4-3-12 9-10-0 I 15-5-0 5-6-12 I 20-10-0 5-5-0 I 26-4-125I 341-13;124 1'2 01-1 M130 I 336-600.-8 30-0 25-8 0-1-13 0-1-13 0-2-14 1-11-2 Plate Offsets(X,Y)-- [3:0-5-12,0-2-0],[4:0-4-4,0-2-8],[11:0-5-7,Edge],[13:0-2-12,0-1-12],[15:0-4-0,0-1-8],[16:0-4-4,0-4-0],[18:0-6-0,0-5-4],[19:0-7-0,Edge],[22:0-7-0,0-4-4], [23:0-3-12,0-5-0],[24:0-3-0,0-4-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.39 19-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.84 19-20 >554 180 MT18H 220/195 TCDL 7.0 Rep Stress lncr NO WB 0.91 Horz(CT) 0.28 15 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:508 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins, except 7-11,4-7:2x6 DF No.2 end verticals,and 2-0-0 oc purlins(4-8-8 max.):4-11. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 19-22:2x6 DF 2400F 2.0E 8-7-1 oc bracing:22-23 WEBS 2x4 DF Std G*Except* 8-1-12 oc bracing:18-19. 11-18:2x4 DF No.1&Btr G REACTIONS. (lb/size) 15=3580/0-5-8,24=3738/0-5-8 Max Horz 24=-89(LC 8) Max Uplift15=-1503(LC 11),24=-1583(LC 10) Max Gray 15=3817(LC 29),24=3960(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-8817/3746,4-25=-7516/3226,25-26=-7516/3226,26-27=-7516/3226, 5-27=-7516/3226,5-28=-9175/3996,28-29=-9175/3996,6-29=-9175/3996, 6-30=-11088/4939,30-31=-11088/4939,7-31=-11088/4939,7-8=-11088/4939, 8-32=-11686/5189,32-33=11686/5189,9-33=11686/5189,9-34=10425/4437, 34-35=-10425/4437,35-36=-10425/4437,36-37=-10425/4437,10-37=-10425/4437, 10-38=-10425/4437,11-38=-10425/4437,11-12=6955/2933,12-13=-4275/1746, 2-24=-312/ttfs,-1315=-3794/1517 BOT CHORD 23-24=-2190/5161,22-23=-4042/9476,22-39=-4870/11088,39-40=-4870/11088, ���O PRQF��, 21-40=-4870/11088,21-41=-5124/11686,41-42=-5124/11686,42-43=-5124/11686, 20-43=-5124/11686,20-44=-4381/10335,44-45=-4381/10335,19-45=-4381/10335, 5� GENE . csj 18-19=-4487/10592,17-18=2746/6646,16-17=1497/3707 ,Nr `i` '•T 1* WEBS 9-18=-330/373,6-22=-2336/1178,5-23=-1854/972,5-22=-136/426,6-21=-136/601, 8-21=-746/349,9-19=-1692/832,8-20=-358/352,12-16=2472/1043,13-16=-1657/4116, he. -.89200PE r 9-20=-914/1713,11-17=-2064/936,4-23=-1395/3322,3-23=-1366/3374,3-24=-6963/2911, 10-18=-357/185,11-18=-2549/6052,12-17=-1311/3105 .4011, -- NOTES- __ + (r 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: OREGON2� �c Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. yr jG /� � Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. /O y 14 Webs connected as follows:2x4-1 row at 0-9-0 cc. M 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 FR R 10- 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.11;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 EXPIRES: 12-31-2019 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 March 27,2019 (StAlli4 a lk'loads have been considered for this design. I I 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 MFrek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS/II-PH 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,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898569 " B1703796 Al2 Hip Girder 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:55 2019 Page 2 ID:ddyJ IzQd19_F46arEDmn5XyJ W7Z-7UI_mRovYkpC4UScZScV?ilGd_U49pruC DByy6zWikY NOTES- - 6)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Bearing at joint(s)24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1503 lb uplift at joint 15 and 1583 lb uplift at joint 24. 14)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)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 12-0-12 from the left end to 22-11-4 to connect truss(es)to back face of bottom chord. 17)Use Simpson Strong-Tie MUS26(6-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 24-11-4 from the left end to connect truss(es)to back face of bottom chord. 18)Fill all nail holes where hanger is in contact with lumber. 19)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)99 lb down and 86 lb up at 5-11-9,277 lb down and 143 lb up at 8-0-12,64 lb down and 236 lb up at 10-0-12,182 lb down and 176 lb up at 12-0-12,196 lb down and 175 lb up at 14-0-12,196 lb down and 175 lb up at 16-0-12,196 lb down and 175 lb up at 18-0-12,196 lb down and 156 lb up at 19-6-0,196 lb down and 175 lb up at 20-11-4,196 lb down and 175 lb up at 22-11-4,63 lb down and 236 lb up at 24-11-4,150 lb down and 109 lb up at 26-11-4,163 lb down and 105 lb up at 28-11-4,and 277 lb down and 143 lb up at 30-11-4,and 250 lb down and 200 lb up at 33-0-7 on top chord,and 1095 lb down and 431 lb up at 9-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-64,4-11=-64,11-13=-64,13-14=-64,23-24=-20,22-23=-20,19-22=-20,18-19=-20,16-18=-20,15-16=-20 Concentrated Loads(Ib) Vert:7=-127 22=-1095(B)5=39 8=-127 20=-38(B)25=-0 26=-163 28=-113 29=127 30=127 31=-127 32=-127 33=39 34=-80 35=93 37=-163 38=-151 39=-53(B) 40=-38(B)41=-38(B)42=-38(B)43=38(B)44=-38(B)45=-1095(B) � 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ��p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fahrirafinrn efnrege derrvay.erm+nn and hraring nit In,eeae anti In eyefams,east ANClrrpll Quaid r IeamA rISRJ1e and late(FLdrding rnnvannanf yg tewg GNI. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898570 B1703796 A13 Roof Special Girder 12 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:58 2019 Page 1 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-Y3R7OSgorfBmxyBBEaACcLNm WBX3MC7LuBQcZRzWikV 5-10-15 -11-0-01 5-1-14 5{+{31 9-10-4 1 16-1-0 1 22-2-0 1 28-4-12 33-5-10 1 35-68 38-10-6 1 - -0-0 5-1-14 p��0 3-11-5 6-2-12 6-1-0 6-2-12 5-0-14 2-0-14 3-3-14 0-4-7 Scale=1:72.1 4x4= 5x10 6.00 12 4x4= 4x6= 4x8= 4x12= 2x4 II 5x8 = 4 0 2122 5 23 24 6 25 6 7 9 • 10 32 33 11 4x12 7- .` ._._ . _ MI Oi\ ._. b 2x4 I 3! /•• \ / ori 1 2 , h epi�� 1 , 19 8x12 = 8x8= 17 35 36 16 37 38 39 15 14 40 41 7x14 MT18H= 12 7x14 MT18H= 4x4= 4x6= 3x6 II 6x8 3.00 F12- 5-6-8 33-7-7 5-3-10 33-5-10 5-0-1 5-1 I1 9-10-4 16-1-0 22-2-0 28-4-12313-4-3_012 6-8 38-10-0 1 5-0-1 0-1-13 4-3-12 6-2-12 6-1-0 1 6-2-12 1 1-11-133-3-14 111 35-1-11-2 3-3-14 1 0-1-13 0-1-13 0-2-14 0-1-13 Plate Offsets(X,Y)-- [4:0-4-4,0-2-8],[11:0-2-0,0-2-4],[12:0-3-5,0-1-1],[13:0-5-8,0-5-01,[14:0-7-0,0-44],[17:0-7-0,Edge],[18:0-3-12,0-5-0],[19:0-3-0,0-4-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.40 14-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.86 14-15 >538 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.75 Horz(CT) 0.28 12 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-RH Weight:502 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, except 1-4:2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(4-6-10 max.):4-11. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 14-17:2x6 DF 2400F 2.0E 8-5-13 oc bracing:17-18 WEBS 2x4 DF Std G*Except* 8-7-10 oc bracing:13-14. 11-13,9-13:2x4 DF No.1&Btr G REACTIONS. (lb/size) 12=3670/0-3-14,19=3737/0-5-8 Max Horz 19=173(LC 7) Max Uplift12=-1536(LC 7),19=-1573(LC 10) Max Gray 12=3830(LC 25),19=3943(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-8826/3739,4-20=-7523/3214,20-21=-7523/3214,21-22=-7523/3214, 5-22=-7523/3214,5-23=-9199/3979,23-24=-9199/3979,6-24=-9199/3979, 6-25=-11265/4978,25-26=-11265/4978,26-27=-11265/4978,7-27=-11265/4978, 7-8=-11688/5109,8-28=-11688/5109,28-29=-11688/5109,9-29=11688/5109, 9-30=-8015/3307,30-31=-8015/3307,31-32=-8015/3307,10-32=-8015/3307, 10-33=-8015/3307,33-34=8015/3307,11-34=8015/3307,11-12=-3778/1576, 2-19=-311/116 BOT CHORD 18-19=2286/5138,17-18=-4143/9499,17-35=- I • • - •=- I • • 16-36=-5039/11265,16-37=-5162/11688,37-38=-5162/11688,38-39=-5162/11688, ���p PROF�s 15-39=-5162/11688,15-40=-3905/9151,40-41=-3905/9151,14-41=-3905/9152, 13-14=-3995/9369 Co• .�`G,W F d'/ WEBS 5-18=-1872/969,5-17=-145/423,11-13=-3636/8732,9-14=-1763/867,6-17=2414/1221, ��� %` :9 Ov9 6-16=-15/537,7-16=-490/178,7-15=-431/432,9-15=-1454/2936,9-13=-1159/581, v 4-18=-1413/3336,3-18=-1370/3378,10-13=-668/310,3-19=-6931/2902 89200PE NOTES- 11114.. 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. •�+ Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. OOREGON �� Webs connected as follows:2x4-1 row at 0-9-0 oc. 1G 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 -74), ZOO connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. Q 14 Q. 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;MWERS MRRIO- (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. EXPIRES: 12-31-2019 6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs March 27,2019 CorRffflr6®RSri'm3 pith other live loads. 1 __ t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/032015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent 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,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898570 - B1703796 A13 Roof Special Girder 1 Job Reference(optional) • Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:19:58 2019 Page 2 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-Y3R70SgorfBmxyBBEaACcLNm WBX3MC7LuBQcZRzWikV NOTES- 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Bearing at joint(s)12,19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1536 lb uplift at joint 12 and 1573 lb uplift at joint 19. 14)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)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 12-0-12 from the left end to 22-11-4 to connect truss(es)to front face of bottom chord. 17)Use Simpson Strong-Tie MUS26(6-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 24-11-4 from the left end to connect truss(es)to front face of bottom chord. 18)Fill all nail holes where hanger is in contact with lumber. 19)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)68 lb down and 86 lb up at 5-11-9,277 lb down and 143 lb up at 8-0-12,64 lb down and 236 lb up at 10-0-12,182 lb down and 176 lb up at 12-0-12,196 lb down and 175 lb up at 14-0-12,196 lb down and 175 lb up at 16-0-12,196 lb down and 175 lb up at 18-0-12,196 lb down and 175 lb up at 19-6-0,196 lb down and 175 lb up at 20-11-4,196 lb down and 171 lb up at 22-11-4,63 lb down and 199 lb up at 24-11-4,150 lb down and 109 lb up at 26-11-4,163 lb down and 105 lb up at 28-11-4,277 lb down and 143 lb up at 30-11-4,208 lb down and 106 lb up at 32-11-4,and 208 lb down and 106 lb up at 34-11-4,and 208 lb down and 106 lb up at 36-11-4 on top chord,and 1095 lb down and 431 lb up at 9-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=64,4-11=-64,18-19=-20,17-18=-20,14-17=-20,13-14=-20,12-13=-20 Concentrated Loads(Ib) Vert:8=-127 17=-1095(F)5=39 6=127 16=-38(F)20=-0 21=-163 23=-113 24=127 25=127 26=-127 27=-127 28=39 29=-80 30=-93 31=-163 32=-108 33=-108 34=-108 35=-53(F)36=-38(F)37=-38(F)38=-38(F)39=-38(F)40=-38(F)41=-1095(F) 4 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 rung gystems,see ANSI?PI7 Qualfgy Crfeilk DSP-89 and RCM Milan=Cnmponent 260V...an:.� safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898571 B1703796 A14 Hip 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:23 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-Q_O0H RzSOiKOD5k?mhD8sTi6ljxydtU DVCg6wZzWj?w 9-10-4 31-5-8 it-0-0 3-5-8 5-1-14 75-e 7lp-i15 144-11 22-1-6 2-010,f 26-412 I 29-4-12 131-1-1 I 36-1-9 I 38-10-6 1 - 4-0-01 35-8 11-8-6 1 24-10 Ok-71-11-5 1 4ES I 7-8-11 3-6-7 3-0-0 1-8-8O�M1-� 4-8-1 2-8-13 Scale=1:73.3 Special 5x10 i 2x4 II 4x4 = 4x8 = 4x4 = 2x4 II 5x12 6.00 12 2x4 4 0 _ 5 _ 122 _ 6 4 25•_ 26•_ 7 _27 _8 _ 28 _• 9 I 31•_ 3 10 �� c>, •' 3 4x12 5x12 � 1 312 d �\ M 15x122:, T 18 111111.111.11"."1"1111141‘11.4...-' \� T TI h I!�18�\.� iTL�14 � I�I� 5:16x12 = - 8x12 = 16 17 15 13 19 3x4 = 5x12 MT18H= 5x12 MT18H = 34 5x12 MT18H = 3.00 12 5-3-11 27-4-12 5-0-2 5-1[j14 9-104 18-7-8 [ 26-4-12 z7-l- 29-4-12 32-11-10 1 38-10-6 1 5-0-2 0-1-N12 45-9 8-9-4 7-9.4 -8- 2-0-0 3-0-14 5-10-12 0-1-13 0-3-9 Plate Offsets(X,Y)-- [2:0-3-0,0-1-12],[4:0-4-0,0-2-0],[6:0-1-8,0-2-0],[10:0-5-0,0-2-0],[11:0-5-8,0-1-12],[13:0-3-2,Edge],[14:0-6-0,0-3-11],[15:0-5-8,0-2-8],[17:0-5-12,0-2-8], [18:0-6-0,0-3-11] 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 0.91 Vert(LL) -0.41 16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.84 Vert(CT) -0.90 15-16 >512 180 MT18H 220/195 TCDL 7.0 Rep Stress Ina- YES WB 0.91 Horz(CT) 0.40 13 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015TTPI2014 Matrix-S Weight:223 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-7,7-10:2x6 DF No.2 2-0-0 oc purlins(2-2-0 max.):4-10. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 6-17 2-18:2x4 DF No.1&Btr G REACTIONS. (lb/size) 19=2266/0-5-8,13=2218/0-3-14 Max Horz 19=100(LC 11) Max Uplift 19=-617(LC 12),13=-664(LC 13) Max Gray 19=2651(LC 31),13=2526(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5209/1298,3-4=-5164/1408,4-5=-3962/1143,5-6=-3960/1141,6-8=-5146/1477, 8-9=-4384/1373,9-10=-4386/1374,10-11=-5283/1525 BOT CHORD 17-18=-897/3726,16-17=-1278/4957,15-16=-1374/5165,14-15=-1134/4185, 13-14=-918/3254 WEBS 4-17=-276/921,5-17=-361/114,6-17=-1558/515,6-16=-25/343,8-15=-1166/339, 9-15=-522/222,2-18=-1047/4551,4-18=-463/1772,10-15=-202/774,3-18=-466/251, 10-14=-345/1569,_11714=-440/1704,11-13=-4309/1265,2-19=-2598/739 NOTES- QVED PR 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)-1-0-0 to 12-10-0,Interior(1)12-10-0 to 26-2-8,Exterior(2)26-2-8 to 38-8-9 �CtG., ENGIN '1 ' zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4r 89200PE 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4 5)Provide adequate drainage to prevent water ponding. i} C• 6)All plates are MT20 plates unless otherwise indicated. 7, it.OREGON b, 4, 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 474,-.7,1), Q y 14, 2� will fit between the bottom chord and any other members. s e$ 9)A plate rating reduction of 20%has been applied for the green lumber members. MEQ R 1 LL 10) Bearing at joint(s)19,13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. EXPIRES: 12-31-2019 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 19=617,13=664. March 27,2019 derltiabotldil2 representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. int Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 Lennar K5898571 - B1703796 A14 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:23 2019 Page 2 I D:ddyJlzQd19_F46arEDmnsXyJ WIZ-Q_O0H RzSQiKOD5k?mhD8sTi6ljxydtU DVCg6wZzWj?w NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)220 lb down and 189 lb up at 7-11-9,108 lb down and 98 lb up at 10-0-12,178 lb down and 138 lb up at 12-0-12,161 lb down and 142 lb up at 14-0-12,149 lb down and 142 lb up at 16-0-12,149 lb down and 142 lb up at 18-0-12,149 lb down and 142 lb up at 19-6-0,149 lb down and 142 lb up at 20-11-4,149 lb down and 142 lb up at 22-11-4,161 lb down and 142 lb up at 24-11-4,150 lb down and 162 lb up at 26-11-4,and 133 lb down and 85 lb up at 28-11-4,and 234 lb down and 282 lb up at 31-0-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=64,4-10=-64,10-12=-64,18-19=-20,17-18=-20,15-17=-20,14-15=-20,13-14=-20 Concentrated Loads(Ib) Vert:7=-80 5=-43 8=-80 20=-121 22=-109 24=-92 25=-80 26=-80 27=-80 28=-92 30=-80 32=-98(F)33=-135 • t r MINN 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 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.detivpry erection and bracina of trusses end trims systems see ANSI/TPI1 Modify rrHMrm names neer RrS1 a..lflino r•emys...,a=s .,T.ey, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898572 B1703796 A15 Hip 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:26 2019 Page 1 ' ID:ddyJlzQd19_F46arEDmnsXyJ W7Z-gZ49wS0Ljdjy4ZTaSpmrU5Kc4x_DgDDfBA2mXuzWl?t 9-10-15 y1-0-0 2-7-12 3-5-q5-1-14 7A-0 9-6-e 16-4-4 22-7-12 26-0-12 29-11 2 8 36-9-6 38-10-6 1-0-0 2-7-12 09-151-8-6 25-2 I1-10.8 I 6-5-5 I 63-8 I 3-9-0 I 2-8-5 011-4 7-3-14 12-1-0 I _ 0-4-7 Scale=1:75.8 5x16 i Special 4x6 = 4x8 = 2x4 II 5x6 = 5x12 6.00 12 4 3 24 25 6 5 27 628,29 w 'e t 31 w 8 R3 3;9 - m _ �1 2x4 II 2x4 II 10 3 5x12 � _ 7x14 MT18H i 21 22 - 11 3x4 I d 12ms. b 2 �� i '�. c N C / �i 7x14 MT18H = 18 1734 3x8 I I 3x8 I 13516 15 8x12 = 13 20 8x8 = 8x8 = 5x12 MT18H = 7x14 MT18H 3x6 I I 5x12 MT18H = 3.00 12 53-11 - - - 16-4-4 22-7-12 32-9-14 30311.1-97 -5�97 38-10-6 22-77-1122 095-1q2 5-0-29I 72-8.4-03 9220-04I I 390 -00f 6-6-0 6-3-8 5-5-2 5-8-15 0-3-9 Plate Offsets(X,V)- [2:0-2-12,0-2-4],[4:0-5-3,0-2-8],[5:0-2-8,0-2-0],[9:0-4-12,0-2-4],[13:0-2-11,Edge],[14:0-6-0,0-3-11],[16:0-2-4,0-2-4],[17:0-0-0,0-2-4],[18:0-5-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.46 17-18 >997 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.86 17-18 >539 180 MT18H 220/195 TCDL 7.0 Rep Stress Ina YES WB 0.98 Horz(CT) 0.40 13 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-AS Weight:253 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-6,6-9:2x6 DF No.2 2-0-0 oc purlins(2-8-6 max.):4-9. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 5-18 2-19,9-14,11-14:2x4 DF No.1&Btr G,16-17:2x12 DF SS REACTIONS. (lb/size) 20=2588/0-5-8,13=2467/0-3-14 Max Harz 20=114(LC 11) Max Uplift 20=-498(LC 12),13=-463(LC 13) Max Gray 20=3051(LC 31),13=2863(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6108/1049,3-4=-6080/1170,4-5=-3886/798,5-7=-5360/1002,7-8=-5360/1002, 8-9=-4281/876,9-10=-6137/1207,10-11=-6166/1103 BOT CHORD 18-19=-598/3964,17-18=-739/5360,16-17=-739/5360,15-16=-618/4322, 13-14=-537/2962,14-15=-600/4140 WEBS 5-18=-2110/330,8-15=-1668/318,2-19=-826/5354,3-19=-504/259,10-14=-397/217, 9-14=-445/2312,4-19=-459/2214,2-20=-2990/626,5-17=0/366,7-16=-1132/364, 8-16=-284/1806,9-15=-148/936,4-18=-53/666,11-14=-336/2583,11-13=-4284/845 NOTES- G 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; !�'`D PROF MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-10,Interior(1)2-10-10 to 3-10-12,Exterior(2)3-10-12 to '`` C s 14-10-10,Interior(1)14-10-10 to 24-1-13,Exterior(2)24-1-13 to 38-8-9 zone;cantilever left and right exposed;end vertical left and .,. okG`LNEF,9 /O right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,�? ?i9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 'f 89200PE 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs //� non-concurrent with other live loads. /?f�. 5)200.01b AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. - � 110 �� 6)Provide adequate drainage to prevent water ponding. 0 r' 7)All plates are MT20 plates unless otherwise indicated. y A_OREGON , 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 /p q y 14 20 A will fit between the bottom chord and any other members,with BCDL=10.Opsf. e. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11/ RIR 0- 11) Bearing at joint(s)20,13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. EXPIRES: 12-31-2019 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 20=498,13=463. March 27,2019 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. 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/TPN Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898572 - 61703796 A15 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:26 2019 Page 2 ID:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-gZ49wSOLjdjy4ZTaSpmrU5Kc4x_DgDDfBA2mXuzWj?t NOTES- 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)220 lb down and 189 lb up at 9-11-9,144 lb down and 86 lb up at 12-0-12,214 lb down and 139 lb up at 14-0-12,248 lb down and 157 lb up at 16-0-12,248 lb down and 157 lb up at 18-0-12,248 lb down and 157 lb up at 19-6-0,248 lb down and 157 lb up at 20-11-4,248 lb down and 157 lb up at 22-11-4,214 lb down and 139 lb up at 24-11-4,and 196 lb down and 137 lb up at 26-11-4,and 49 lb down and 138 lb up at 29-0-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16) 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=-64,4-9=64,9-12=-64,19-20=-20,18-19=-20,15-18=-20,13-14=-20,14-15=-.20 Concentrated Loads(Ib) Vert:6=-178 5=-178 7=-178 23=-121 24=-109(F)25=-147 28=-178 29=-178 31=-147 32=-130 34=-100 35=-100 4 r A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the f2b'0atirA stale-tl liwivy,aro^tio'oaed brachy of Tccsravd tax. vs aucrrroi0Q"ali9'C.1 DeQ 8eardar'SrBuurYrg Compo'.ri 262 Nei Cireis Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898573 81703796 A16 California 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:30 2019 Page 1 • I D:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-jKJflg3rnrDOZAnMhfrnexUJzYLom28F6o0_gfzWj?p 11-10-15 11-6-8 22-9-9 - 11--00--09 33-11--00 126--1144 172--02-1124 1 92--170--48 fl-4-11 duV 9 146-5-0-5-0 52255--150 2220-17512-7592 247-3--8 2071518 -I4 320.-0412 I 322--1111-610 I 336--9-9-173 132&-01-01-65 0-1-13 0-1-13 Scale=1:74.5 8x8 \\ 2x4 I I 4x6 = 5x8 4 _a2 5 240 24 Z25 2L27 X28 29w 730 6.00 12 1 1 :x6 4x6 :1;218 37x14 MT18H i r 31 5x16 o 19 20 I g 3x4 II N 2 \1 .i__i� ,0 32 1 ���� M N iii 181 II 101 4 14 II 7x14 MT18H 16 33 34 1535 3x8 II 3x8 II 3614 13 9x16 MT18H = �'1 18 7x14 MT18H = 5x12 MT18H = 3x6 15x12 MT18H= 8x8 = 8x8 = 3.00 12 5-1-14 I 3-1-0 5-0-2 11 7-2-12 1 9-104 (111:171i 16-2-8 16{}4 194-6 I 22-7-12 1 26412 274-12 30.04 1 32-11-10 33-]'I-6 38-10-6 3-1-0 1-11-1 2-0-14 2-7-8 4-9-12 0-1'-rl3 3-0-2 33-6 3-9-0 -0.01 2-7-8 2-11-6 0.1 h3 5-9-0 0-1-13 1 Plate Offsets(X,Y)-- [2:0-2-12,0-2-4],[3:0-2-8,0-1-12],[4:0-2-12,0-3-12],[8:0-2-4,0-1-8],[11:Edge,0-1-9],[12:0-6-8,0-3-8],[14:0-3-9,0-2-4],[15:0-2-4,0-2-4],[16:0-5-4,0-2-8], [17:0-6-12,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.45 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.80 15-16 >577 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.45 11 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight:251 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-7:2x6 DF No.2 2-0-0 oc purlins(2-5-12 max.):4-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-16,6-13,8-13 2-17,9-12:2x4 DF No.1&Btr G,14-15:2x12 DF SS REACTIONS. (lb/size) 18=2598/0-5-8,11=2457/0-3-14 Max Horz 18=127(LC 11) Max Uplift 18=-494(LC 12),11=-454(LC 13) Max Gray 18=3192(LC 31),11=2990(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6501/1021,3-4=-4538/779,4-5=-4766/862,5-6=-4750/854,6-7=-3799/753, 7-8=-4336/776,8-9=-6477/1047,9-10=-257/53 BOT CHORD 16-17=-981/5898,15-16=-535/3885,14-15=-593/4750,13-14=-593/4750, 12-13=-842/5920,11-12=-501/3059 WEBS 2-17=-837/5719,3-16=-2276/511,4-16=-139/360,5-15=-1219/395,6-14=0/357, 4-15=-270/1774,3-17=-208/1591,7-13=-159/1452,8-12=-196/1850,9-12=-346/2802, 9-11=-4410/761,6-13=-1879/292,8-13=-2439/445,2-18=3131/592 NOTES- �V PR04- 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; .<, tS's MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-10,Interior(1)2-10-10 to 6-2-10,Exterior(2)6-2-10 to 17-2-9, .Co �'itaGI NEF9 /o Interior(1)17-2-9 to 22-0-9,Exterior(2)22-0-9 to 32-11-10,Interior(1)32-11-10 to 34-9-15,Exterior(2)34-9-15 to 38-8-9 zone; 2 cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,� 8g200PE *7 Lumber DOL=1.60 plate grip DOL=1.60 2)TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �/ 3)Unbalanced snow loads have been considered for this design. „� 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs .•42IPP non-concurrent with other live loads. (3 t` 5)200.OIb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. yL OREGON `� 6)Provide adequate drainage to prevent water ponding. 4^ 7)All plates are MT20 plates unless otherwise indicated. <t q ' 141 20 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ME RP' 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 R R I1. will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12-31-2019 11) Bearing at joint(s)18,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. March 27,2019 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 mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898573 - B1703796 A16 California 1 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:30 2019 Page 2 ID:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-j KJflg3rnrDOZAnMhfrnexUJzYLom28F6o0_gfzWj?p _ NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)18=494,11=454. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)366 lb down and 208 lb up at 11-8-9,214 lb down and 139 lb up at 14-0-12,248 lb down and 157 lb up at 16-0-12,248 lb down and 157 lb up at 18-0-12,248 lb down and 157 lb up at 19-6-0,248 lb down and 157 lb up at 20-11-4,248 lb down and 157 lb up at 22-11-4,and 214 lb down and 139 lb up at 24-11-4,and 191 lb down and 181 lb up at 27-0-4 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=-64,4-7=-64,7-10=-64,17-18=-20,16-17=-20,13-16=-20,12-13=-20,11-12=-20 Concentrated Loads(lb) Vert:4=-267 5=-178 6=-178 22=-147 25=-178 26=-178 27=-178 29=-147 30=-92 35=-100 36=-100 t t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-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 fabdcatiorlgtorage.delivery eredinn and hearing of tnraeee end troaa eyetema'aea ANCI?w1()Nullify rrfOori4 new_ao anrf Rf`St Rrritdin0 Cnnrpnn•nr 760 Meg Chale Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar Y K5898574 B1703796 A17 California 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:34 2019 Page 1 ' ID:ddyJlzQd19_F46arEDmnsXyJW7Z-b6ZAbC6Mg4jg1 o47wVvjpnflw9jTiuFr1 Q_BpQzWJ?I 11-6-8 28-0-4 -t-0-%1 5-1-14 5-1-14 49--20.-1124 90-170-1 1-8-4 I13-24101 5 1 125-4-54 1 22-7-12 6-3-8 I 5-1-1 ]27-4-12 I 2-5-5 2-3-11 017-8 32-11-10 4-11-6 I 36-9-7 138-10-6 3-9-13 2-0-15 Scale=1:73.9 Special Special Special 8x8 5 9 2x4 II Special 4x4 = 5x8 6.00 F-12 4 / 6 Special Special 7 32 1 �- •• 25• 26 21 28 29 3;" 33 V 34 23 4x6 4x6 i 10 223 35 5x12 o 7x14 MT18H 21 1- 11 3x4 II ' 2 �� � � 12 CI a Ft ,9� 111 0 000A11]... ...‘,,,,... ��u I4I4 9x16 MT18H = 18 36 1737 3x8 II 3x8 II 3616 15 7x14 MT18H = 13 208x8 = 8x8 = 7x14 MT18H = 5x12 MT18H = 3x6 5x12 MT18H = 3.0012 I5-0-2 5-1n14 9-2-12 9-10 16-4-4 1 22-7-12 1 27-4-12 214-014 32-11-10 33-11-6 37-11-0 38-106 5-0-2 0-11-3 4-0-14 0-7- 6-6-0 6-3-8 4-9-0 0-7-8 4-11-6 04-'12 4-9-9 0-11 Plate Offsets(X,Y)-- [2:0-2-12,0-2-4],[3:0-2-8,0-2-0],[4:0-4-0,0-2-12],[10:0-2-4,0-1-12],[13:Edge,0-1-9],[14:0-5-12,0-3-8],[16:0-3-9,0-2-4],[17:0-2-4,0-2-4],[18:0-5-12,0-2-8] ,[19:0-8-0,0-3-11] 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 0.82 Vert(LL) -0.43 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.72 17-18 >641 180 MT18H 220/195 TCDL 7.0 Rep Stress Ina: YES WB 0.78 Horz(CT) 0.42 13 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-AS . Weight:257 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-8:2x6 DF No.2 2-0-0 oc purlins(3-5-15 max.):4-8. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-18,10-15,7-15 2-19,11-14:2x4 DF No.1&Btr G,16-17:2x12 DF SS REACTIONS. (lb/size) 20=2211/0-5-8,13=2156/0-3-14 Max Horz 20=152(LC 9) Max Uplift 20=-331(LC 12),13=-300(LC 13) Max Gray 20=2913(LC 31),13=2862(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5963/1460,3-4=-4142/1181,4-6=-4211/1461,6-7=-4198/1450,7-8=-3606/1355, 8-10=-4113/1215,10-11=-6152/1565 BOT CHORD 18-19=-1220/5428,17-18=-846/3543,16-17=-974/4198,15-16=-974/4198, 14-15=-1307/5612,13-14=-734/2937 WEBS 3-18=-2129/446,10-15=-2296/481,2-19=-1196/5261,6-17=-909/365,8-15=-71/1074, 11-14=-561/2621,11-13=-4236/1132,7-16=0/380,4-17=-227/1513,7-15=-1391/221, 3-19=-241/1476,10-14=-331/1771,2-20=-2853/801 NOTES- oD PROFF 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; tr MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-10,Interior(1)2-10-10 to 8-5-0,Exterior(2)8-5-0 to 17-1-14, `�� ,GGINEF9 `r>0 Interior(1)17-1-14 to 22-0-9,Exterior(2)22-0-9 to 30-7-0,Interior(1)30-7-0 to 34-9-15,Exterior(2)34-9-15 to 38-8-9 zone;cantilever ?/ left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber 4,-./ :9200P '7t! 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 _j 4 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs r • r non-concurrent with other live loads. Q Cr 5)200.Olb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 'yG A OREGON 6)Provide adequate drainage to prevent water ponding. _i7 ec 7)All plates are MT20 plates unless otherwise indicated. /O OREGON 14, 2 O 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 15‘>'' 9)*This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide MER RIO- will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12-31-2019 11)Bearing at joint(s)20,13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. March 27,2019 Continued on oaae 2 I I mem A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. int Design valid for use only with Mrrek91 connectors.This design is based only upon parameters shown,and is for an individual building component,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 Lennar K5898574 - B1703796 A17 California 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:34 2019 Page 2 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-b6ZAbC6Mg4jg1 o47wVvjpnflw9jTiuFr1 Q_BpQzWj?I NOTES- 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib)20=331,13=300. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)135 lb down and 71 lb up at 13-11-9,99 lb down and 65 lb up at 16-0-12,99 lb down and 65 lb up at 18-0-12,99 lb down and 65 lb up at 19-6-0,99 lb down and 65 lb up at 20-11-4,and 99 lb down and 65 lb up at 22-11-4,and 174 lb down and 93 lb up at 25-0-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16) 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=-64,4-5=-64,4-8=64,8-9=-64,8-12=-64,19-20=-20,18-19=-20,15-18=-20,14-15=-20,13-14=-20 Concentrated Loads(Ib) Vert:6=-64(F)7=-64(F)24=-96(F)27=-64(F)29=-64(F)31=-64(F)33=-135 37=-100 38=100 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabpcatioq stor80e.delivery erection and bracir�of W ssns and Uuss sydnms see ANSI?PI1 Dualilj nftnrie DCA.E9 seri are,gutlritn0 rmnpenanf ,6g Meg Cirle Safety n ormation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898575 B1703796 A18 GABLE 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:37 2019 Page 1 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-OhEJDD8E7?5PuFpibdTQRQHiLMwOvO iHj ODrQIzWI?i I1-0- 14-9-8 24-2-8 I 38-10-6 - 1-0-0' 14-9-8 9-5-0 14-7-14 Scale=1:68.3 3x6 = 3x6 = 9 10 11 12 13 14 15 16 17 IRI 1521 1521 w 6.0012 488 - :. 1849 7 19 6 20 5 g E E E E - 022 46 9 L7. 499 :a21 ® 936 35 34 33 32 31 3029 27 26 25 3x4 = 5x6 = 3x4 = 38-10-6 II 38-10-6 Plate Offsets(X,Y)- [10:0-3-0,0-2-1],[16:0-3-0,0-2-1],[35:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 1 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 1 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.01 25 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:264 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(6-0-0 max.):10-16. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 13-35,12-36,11-37,14-34,15-33 REACTIONS. All bearings 38-10-6. (Ib)- Max Harz 45=164(LC 9) Max Uplift All uplift 100 lb or less at joint(s)45,25,35,36,37,38,39,40,41,42,43,34,33,32,31,30, 29,28,27 except 44=-209(LC 12),26=-212(LC 13) Max Gray All reactions 250 lb or less at joint(s)45,25,37,44,33,26 except 35=265(LC 30),36=272(LC 30), 38=253(LC 31),39=267(LC 31),40=266(LC 31),41=267(LC 31),42=264(LC 31),43=278(LC 31),34=272(LC 30), 32=253(LC 31),31=267(LC 31),30=266(LC 31),29=267(LC 31),28=265(LC 31),27=274(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-95/287,10-11=-87/281,11-12=-87/281,12-13=-87/281,13-14=-87/281, 14-15=-87/281,15-16=-87/281,16-17=-95/287,24-25=-261/58 WEBS 2-44=-73/319,24-26=-78/291 NOTES- 1)Wind:ASCE 7-10;Vutt=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 Comer(3)-1-0-0 to 2-10-10,Exterior(2)2-10-10 to 10-10-14,Comer(3)10-10-14f � D 18-8-2,Exterior(2)18-8-2 to 20-3-14,Corner(3)20-3-14 to 28-1-2,Exterior(2)28-1-2 to 34-9-15,Comer(3)34-9-15 to 38-8-9 zone; ``` P p R O CFc cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; 1.w,``G`N� s� Lumber DOL=1.60 plate grip DOL=1.60 `CJ ` a 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 •7 ?j Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. n 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 Z 92�� 1°_,.. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 1/10, non-concurrent with other live loads. - 6)Provide adequate drainage to prevent water ponding. 0 ' 7)All plates are 2x4 MT20 unless otherwise indicated. OREGON 4, 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). L/6 -ly 1420 A 10)Gable studs spaced at 2-0-0 oc. ' �` 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��R R 1 1,,\• 12)*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 13)A plate rating reduction of 20%has been applied for the green lumber members. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)45,25,35,36, March 27,2019 ContaatylRor3`da4@,>�1,42,43,34,33,32,31,30,29,28,27 except(jt=lb)44=209,26=212. 1 i NIMMIll A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NEA Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 Lennar K5898575 - B1703796 A18 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:37 2019 Page 2 I D:ddyJ IzQd 19_F46arED m nsXyJ W 7Z-Oh E J D D8 E7?5P uFpibdTQ RQ H i LMwOvO i Hj OD rQ IzWj?i NOTES- 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4 • 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. "mut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fnndrannr�anrageyi.e.,.ypr..ainn anti nr.irM of rnt«ee and'mac aria as almaAMcvrPH nrraIMy rdredq DCP R5 and ars/a dlding f nag,nanf 250 K'.1 CUcla Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898576 B1703796 A19 GABLE 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:40 2019 Page 1 - I D:ddyJ IzQ d 19_F46arE D m nsXyJ W 7Z-QGwRs F B7QwTzIjXH Gm 0722v Dbayk6IJj P M RVO4z1j?f Ii-o-q 15-0-0 24-0-0 38-10-6 I - 1-0-0' 15-0-0 9-0-0 14-10-6 Scale=1:68.3 3x6 = 3x6 = 10 11w sa 12 13 14 15 16 17 6.0012 g - - 18 50 52 7 19 6 20 0 - 549 - E 8 E E .i. 21 d = 53 22 a6 48 4 4x6 '. 4x8 i43 - 23 2 2454 1 � '� ce 6. rN IT 8 8 8 8 8 8 a 8 _ 8 8 ft r' 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x4 = 3x6 = 3x4 = 38-10-6 38-10-6 Plate Offsets(X,Y)-- [10:0-3-0,0-2-11,[16:0-3-0,0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 1 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 1 n/r 120 TCDL 7.0 Rep Stress Ina' YES WB 0.23 Horz(CT) 0.01 25 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-RH Weight:264 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(6-0-0 max.):10-16. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:45-46,25-26. WEBS 1 Row at midpt 13-36,12-37,11-38,14-34,15-33 REACTIONS. All bearings 38-10-6. (Ib)- Max Horz 46=165(LC 9) Max Uplift All uplift 100 lb or less at joint(s)46,25,36,37,38,39,40,41,42,43,44,34,32,31,30,29, 28,27 except 45=-203(LC 12),26=-202(LC 13) Max Gray All reactions 250 lb or less at joint(s)46,25,38,45,33,26 except 36=264(LC 30),37=278(LC 30), 39=260(LC 31),40=268(LC 31),41=266(LC 31),42=267(LC 31),43=263(LC 31),44=279(LC 31),34=278(LC 30), 32=260(LC 31),31=268(LC 31),30=266(LC 31),29=267(LC 31),28=264(LC 31),27=274(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-104/314,10-11=-93/306,11-12=-93/306,12-13=-93/306,13-14=-93/306, 14-15=-93/306,15-16=-93/306,16-17=-104/314 WEBS 2-45=79/294,24-26=-72/265 NOTES- 1)Wind:ASCE 7-10;Vutt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-0-0 to 2-10-10,Exterior(2)2-10-10 to 11-1-6,Comer(3)11-1-6 to 18-10-10,Exterior(2)18-10-10 to 20-1-6,Comer(3)20-1-6 to 27-10-10,Exterior(2)27-10-10 to 34-9-15,Comer(3)34-9-15 to 38-8-9 op PROP zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions �(, s shown;Lumber DOL=1.60 plate grip DOL=1.60 `r'j*S GNGINE". d'o 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 C- V 4. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. -K 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �- 89200PE r 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /' non-concurrent with other live loads. L • 4/ 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise indicated. OREGON lo 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). L'�47Y 14 S°.,,,..0" 10)Gable studs spaced at 2-0-0 oc. c 1 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �`R RIO- 12) I%=.\12)*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 13)A plate rating reduction of 20%has been applied for the green lumber members. 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,25,36,37, March 27,2019 Contr3t&ei3o4aatt V,43,44,34,32,31,30,29,28,27 except([t=113)45=203,26=202. __mi 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898576 - B1703796 A19 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:40 2019 Page 2 ID:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-QGwRsFB7QwTzljXHGm0722vDbayk6lJj PM RV04zWj?f NOTES- 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. 111111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the wo ANO6'TIYI 0__ti15 o:Aria,DOD416—J90818..:4Yi 41 296 Kh,y Gh..k Safety Information available from Twos Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898577 - B1703796 A20 California 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 Mi rek Industries,Inc.Wed Mar 27 12:20:00 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-URZtp8s2NH RUAGKaL?CgimT_a?DPg7neLVvjdJzWikT 22-5-0 I1-0-01 5-1-14 I 9-10-4 16-7-0 16-}0115 22-1-1 22 31-5-10 36-6-8 1 39-0-0 q0-0� - 0-0 5-1-14 4-8-6 6-8-12 0--5 5-2-2 0- 9-0-10 5-0-14 2-5-e t.0-0 0-1-7 Scale=1:74.8 5x6= 6.00 12 6x8 6 8 w 29 730 3x4 i 27 4. ire 31 3x4 4x12 i 8 26 32 3x8 4 5 9 3x4 - 3x6 i 25 a 34x8 24 4x12 i 23 3311 4x6 Ntio 12 13 ; •• 7x14 MT18H= 34 35 5x12 = 20 19 18 I::'' ......"-T6'"'-4r15" 715 14 22 3x6 I I 5x12 MT18H= 3x8= 3x4= 5x6= 5x12 MT18H=2x4 I I 3.00 12 39-0-0 I 5-1-14 I 9-10-0 I 26-0-12 I 31-5-10 I 36-6-8 37�� 5-1-14 4-8-6 16-6 5-0-14 5-0-14 0- 2-0-0 Plate Offsets(X,Y)-- [2:0-3-0,0-1-12],[3:0-2-4,0-1-8],[4:0-5-5,Edge],[5:0-1-12,0-1-8],[6:0-4-0,0-2-8],[7:0-3-12,0-1-12],[8:0-1-12,0-1-8],[10:0-1-12,0-1-8],[11:0-3-4,0-1-8], [16:0-5-8,0-3-4],[17:0-3-0,0-3-0],[20:0-5-12,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.22 20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.47 19-20 >921 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.25 15 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-RH Weight:249 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 6-7:2x6 DF No.2 2-0-0 oc purlins(4-8-11 max.):6-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 7-19,3-20,5-19,8-18 7-19,11-16,2-21,7-18:2x4 DF No.1&Btr G REACTIONS. (lb/size) 22=1798/0-5-8,15=2042/0-5-8 Max Horz 22=-170(LC 10) Max Uplift22=-577(LC 12),15=-644(LC 13) Max Grav22=2364(LC 31),15=2695(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-4853/1207,23-24=-4773/1207,3-24=-4766/1217,3-25=-3349/937,4-25=-3130/951, 4-5=-3128/953,5-26=-2802/924,26-27=-2614/935,6-27=-2563/943,6-28=-2355/908, 28-29=-2355/908,29-30=-2355/908,7-30=-2355/908,7-31=-2472/936,8-31=2586/925, 8-32=-2623/862,9-32=-2666/853,9-10=-2799/850,10-33=-3302/806,11-33=-3430/788, 2-22=-2313/677 BOT CHORD 20-21=-1190/4410,20-34=753/2911,19-34=-753/2911,19-35=-505/2244, 18-35=-505/2244,17-18=-486/2387,16-17=-627/3054,15-16=-285/285 WEBS 3-21=-280/1240,7-19=-124/346,3-20=-1708/500,10-17=-782/196,11-16=-805/3266, �p PROF 81185-382/230 72,5-19=-753/306,2-21=-1015/4270,6-19=-67/553,7-18=-144/528, f`,.r\(oGLNEL,S,/O2 1)NOTES-nd ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS K- 89200PE 9T-... T- (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 11-0-5,Exterior(2)11-0-5 to 27-11-11,Interior(1) '�/�, 27-11-11 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 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 . IP 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. 7A_OREGON ,/t/ 4) 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs li ", N non-concurrent with other live loads. /Q -9). 14, 2° A 5)Provide adequate drainage to prevent water ponding. Mr 6)All plates are MT20 plates unless otherwise indicated. FiR I1. 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 EXPIRES: 12-31-2019 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. March 27,2019 Continued on page 2 4 I 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 M iTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,0513-89 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 Lennar K5898577 B1703796 A20 Califomia 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:00 2019 Page 2 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-U RZtp8s2NHRUAGKaL?CgimT_a?DPg7neLVvjdJzwikT NOTES- 10)Bearing at joint(s)22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 577 lb uplift at joint 22 and 644 lb uplift at joint 15. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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)320 lb down and 358 lb up at 17-0-1,and 320 lb down and 358 lb up at 21-11-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-6=-64,6-7=-64,7-12=-64,12-13=-64,21-22=-20,20-21=-20,17-20=-20,16-17=-20,15-16=-20,14-15=-20 Concentrated Loads(Ib) Vert:28=-221 30=-221 � 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 stew delivery ererfinn and hearing of tmetec and}rime eyeeam`eon ANSI/TP/1 Q11,1,4f rdsn.fy periaa 2-d.W S'QA git*CeP aIwd 1 2V-Vhsy.ejvp Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898578 - B1703796 A21 California 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:03 2019 Page 1 ` I D:ddyJ IzQd19_F46arEDmn5XyJ W7Z-u0EORAuxfBp31 j3917mNJO5cxCGF1 Qi42S8NEezWikQ 18-10-15 20-5-8 p, 18-7-0 20-5-01522-5-00_6_6 22-10-0Ip-0 p - 1-0-OI 5-1-14 I 4-8-6 I 6--3 12 2-4-8 0 80 0 -75 Zb 0-5-tl 8'110 5-0-14 2-5-8 0 4p-o-9 1-0-0I Scale=1:77.3 4315 0-0-8 5x6 32-2 1-11-8 5x6 7 2x4 II 0 ' 3031 2x4 II �' 3x4 i 28 6 3x10 27 103x4 4x8 32 6.00 12 4 5 11 4x4"' .. O. 9 21t1 12 0 3x6% d 26 3t. 33 4x6 34 4x12-. 25 13 4x8 2 �� �D `.1415 0 ,B ISI.- 23 v�� cmes -�.>- •- 7x14 MT18H= 22 35 21 36 37 38 20 39 19 7x14 MT18H= 17 16 24 3x8 I I 3x8 II 5x12 MT18H= 3x4 II 5x12 MT18H= 8x12 = 8x12 = 5x12= 4x6 = 3.00 12 5-1-14 9-10-4 16-2-0 18-6-8 20-5-8 22-11-13 26-4-12 31-5-10 36-6-8 39-0-0 5-1-14 I 4-8-6 { 6-3-12 1 2-4-8 11-11-0 1 2-6-5 l 3-4-15 I 5-0-14 I 5-0-14 1 2-5-8 Plate Offsets(X,Y)-- [2:0-3-0,0-1-8],[3:0-2-4,0-1-8],[5:0-1-12,0-1-8],[7:0-2-12,0-2-4],[8:0-2-12,0-2-8],[10:0-1-12,0-1-8],[12:0-1-4,0-1-8],[13:0-2-12,0-2-0],[14:0-3-0,0-1-8], [16:Edqe,0-2-8],[17:0-8-12,Edge],[20:0-5-13,0-2-4],[21:0-2-4,0-2-4],[24:Edge,0-0-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.26 20 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.53 21-22 >876 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.31 16 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Weight:285 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 7-8:2x6 DF No.2 2-0-0 oc purlins(5-1-1 max.):7-8. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. i WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-22,5-21,12-19,6-21,9-20 2-23,14-17,9-20,7-21,8-20:2x4 DF No.1&Btr G,20-21:2x12 DF SS REACTIONS. (lb/size) 24=1799/0-5-8,16=1799/0-5-8 Max Harz 24=179(LC 16) Max Uplift24=-290(LC 12),16=-290(LC 13) Max Grav24=2450(LC 31),16=2450(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-25=-5086/551,25-26=-5007/553,3-26=-4963/562,3-4=-3615/480,4-5=-3370/482, 5-27=-3135/444,27-28=-2987/445,6-28=-2971/458,6-7=-3066/580,7-29=2375/483, 29-30=-2375/483,30-31=-2375/483,8-31=-2375/483,8-9=-2988/561,9-10=3050/485, 10-32=-3302/481,11-32=-3318/470,11-12=-3435/463,12-33=-4837/560, 33-34=-4861/549,13-34=-4922/543,13-14=-2693/370,14-16=-2422/406 BOT CHORD 22-23=-610/4632,22-35=-294/3144,21-35=-294/3144,21-36=31/2375,36-37=31/2375, 37-38=-31/2375,38-39=-31/2375 20-39=-31/2375,19-20=-141/2947,18-19=-324/4468, 17-1 /2361 WEBS 3 228 1691/366,3-23=127/1278 5-21=-681/283,12 19=-1886/300,12-18=-50/1390, .�t���� PRaF�cS's 13-18=-103/2074,13-17=-1612/226,2-23=-421/4488,14-17=-290/2597,6-21=-599/301, �Gj GNGINEC. /� 9-20=-350/193,10-20=-763/283,7-21=-305/1308,8-20=275/1157,10-19=-109/311, cr.�� v •7 ?i9 2-24=-2394/414 ..89200PE NOTES 40, - 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 12-11-4,Exterior(2)12-11-4 to 26-2-15, �� - Pa Interior(1)26-2-15 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 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 OREGON �� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 -L 3)Unbalanced snow loads have been considered for this design. <0 '9y 14 2P 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �` non-concurrent with other live loads. 44$71�y R L� 5)200.01b AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 6)Provide adequate drainage to prevent water ponding. EXPIRES: 12-31-2019 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. March 27,2019 Continued on page 2 I I r.... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. fil'' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 Lennar K5898578 61703796 A21 California 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 Mi Tek Industries,Inc.Wed Mar 27 12:20:04 2019 Page 2 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-MDoOfWvZQVxwfteLarHcscdngccUmtyDG6txm4zwikP NOTES- 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Bearing at joint(s)24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 290 lb uplift at joint 24 and 290 lb uplift at joint 16. 13)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)39 lb down and 109 lb up at 19-0-1,and 39 lb down and 109 lb up at 19-11-15 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:1-7=-64,7-8=-64,8-14=-64,14-15=-64,23-24=-20,22-23=-20,19-22=-20,18-19=-20,17-18=-20,16-17=-20 Concentrated Loads(Ib) Vert:36=-100 39=-100 A1 t 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 MiTekSt connectors.This design is based only upon parameters shown,and is for an individual building component,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 Tele is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the --fab'i6itioP.M r*g.cVn..e.y wawa?avd b'a^'7®,r•kW^^a,ad-tf••`F^yi"NiP9rF-APt'rFPN"Q••ai r l 4ivt BE0�1...4$^114411 rdt. 1L125v Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898579 61703796 A22 California 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:49 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-f_zrlKlmIhciK5k?I9gEwxnhcCvwjhM2TF7U 2zWj?W 18-10-15 20-5-8 II 18-7-0 20-5-0 22-10-0 _ - 11-0-00 5-1-14 9-10-4 I 4-8-6 ] 6-3-12 I 128-0-88 0�-�a 0'3-1522-5-00_ 5 2 5005-0 236-4-_6_1122 2 I 3;1:05-1140 I 35-0-184 I 3295 8 -0-0� 0-3-15 0-0-8 Scale=1:78.4 - 2=1-11-8 5x6 -..--- 5x6 5x6 6.00 12 7 8 2x4 II '` 9 2x4 I I ri:41 10 29 3x4 -,-,-- 3x4 i - - 3x8 -:::- 27 28 11 27 30 3x6 ppop, 45 12 306 13 3x6 1:;:_i 31 d, 3 3x6 4x8 i 26 14 4x6 1� r. 11171 ��,.�U�.:�19 —; `�6 I I ��24 _ ,� ��_ 8012 = 32 33 34 3RI 5 36 5x8 = 23 22 21 20 18 17 25 5x6 = 8x12 = 3x8 II 3x8 11 8x12 = 5x6 - 5x10 = 2x4 II 2x4 II 3.00 12 18-6-8 22-11-13 I 5-1-14 16-2-0 1 20-5-8 22-8-4 I 26-4-12 31510 3G68 0.0 5-1-14 I 4-8-6 I 6-3-12 0- 13 1!h3 1-11-0 1 2-2-120-9 j9 35-0 I 5-0.14 I 5-0-14 I 239-5-8 2-2-12 Plate Offsets(X,Y)— [2:0-2-12,0-2-0],[5:0-1-12,0-1-8],[8:0-3-0,Edge],[11:0-1-12,0-1-8],[13:0-2-12,0-1-8],[14:0-2-12,0-1-8],[15:0-2-12,0-2-0],[18:0-3-0,0-2-8],[19:0-4-0 ,0-3-4],[20:0-2-12,0-2-12],[21:0-5-13,0-2-4],[22:0-2-4,0-2-4],[23:0-2-12,0-3-0],[24:0-6-0,0-3-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.19 22-23 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(CT) -0.46 22-23 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.24 17 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:287 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G`Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 5-22,13-20,6-22,10-21 WEBS 2x4 DF Std G*Except* 2-24,15-18,7-22,9-21:2x4 DF No.1&Btr G,21-22:2x12 DF SS REACTIONS. (lb/size) 25=1799/0-5-8,17=1799/0-5-8 Max Horz 25=189(LC 16) Max Uplift 25=-285(LC 12),17=-285(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3587/556,3-5=-2495/412,5-6=-2184/385,6-7=-2154/486,7-9=-1541/380, 9-10=-2098/471,10-11=-2133/408,11-13=-2376/408,13-14=-3426/471,14-15=-1935/326, 15-17=-1775/368 BOT CHORD 23-24=615/3251,22-23=-296/2178,21-22=-32/1681,20-21=-74/2053,19-20=-280/3102, 18-19=-234/1693 WEBS 3-23=-1219/370,3-24=-131/927,5-22=-490/276,13-20=-1296/298,13-19=-48/1019, 14-19=-61/1387,14-18=-1132/219,2-24=-416/3148,15-18=-264/1860,6-22=-597/302, 10-21=-361/190,11-21=-591/276,7-22=-304/1189,9-21=-272/1072,11--20=100/262, 2-25=-1747/377 4 0-13 PROFFss 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; �� l�G� FFA /O MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 15-7-3,Exterior(2)15-7-3 to 23-4-13 ,C;� V •7 /Ij9 ,Interior(1)23-4-13 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 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 89200PE 2)Unbal nc d ads a psf(flat roof snow);d Cathis II;Exp B;Fully Exp.;Ct=1.10 I� 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)200.O1b AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. A.OREGON I mit 6)Provide adequate drainage to prevent water ponding. .qY 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 14' Q. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. MFR R iI.`' 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Bearing at joint(s)25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify EXPIRES: 12-31-2019 capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) March 27,2019 Contin beaP85. t r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/201 5 BEFORE USE. 1� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898579 B1703796 A22 California 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:49 2019 Page 2 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-f_zrlKlm IhciK5k?I9gEwxnhcCvwjhM2TF7U2zWj?W NOTES- 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898580 ` B1703796 A23 Common 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:05 2019 Page 1 ' ID:ddyJlzQd19_F46arEDmnsXyJW7Z-gPMmsrvBBp3nH1 DX8YorPpAuo?uKVM6NVmdUJXzWikO 0. 5-3-12 I 12-6-11 I 19-60 I 26-65 33-64 I 39-0.0 4p-o-9 -0.0' 5-3-12 7-2-15 6-11-5 611-5 7-2-15 55-3-12 1-04 - 5x6= Scale=1:76.9 6.0062 6 21 223x4 i20 23 3x4 3x6 i 5 7 3x6 q \ / 8 o.. cy 4x6 i 3x6 J 3 9 e 19.000/..- \24 2x4 i4x6 J c 1 2 '� 4'...7 1011 0 18 17 25 26 15 27 28 14 16 13 12 5x6= 3x4 5x16 = 3x4= 3x6 = 2x4 II 1 8-9-15 _ 1 19-6-0 1 30-2-1 1 37-0-0 139-0.0 1 8-9-15 10-8-1 10-8-1 6-9-15 2-0-0 Plate Offsets(X,Y)-- [15:0-0-0,0-1-13],[16:0-1-13,0-0-0],[16:0-4-4,0-3-0],[18:0-3-0,0-2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.31 16-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.69 14-16 >631 180 TCDL 7.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.10 13 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:214 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-16:2x4 DF No.1&Btr G 8-10-10 oc bracing:17-18. WEBS 1 Row at midpt 5-16,7-16,7-14,3-18 REACTIONS. (lb/size) 18=1599/0-5-8,13=1799/0-5-8 Max Horz 18=-191(LC 10) Max Upliftl8=-372(LC 12),13=-408(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-2165/520,4-5=-1975/536,5-20=-1571/477,20-21=-1484/486,6-21=-1449/498, 6-22=-1449/498,22-23=-1484/486,7-23=-1571/477,7-8=-1548/410,8-9=-1722/395, 9-24=-145/313 BOT CHORD 17-18=-552/1856,17-25=-389/1753,25-26=-389/1753,16-26=389/1753, 15-16=-196/1546,15-27=-196/1546,27-28=-196/1546,14-28=-196/1546, 13-14=-196/1089 WEBS 5-17=-24/357,5-16=-765/381,6-16=-221/1010,7-16=-492/322,10-13=228/286, 9-13=-2054/568,9-14=-31/561,3-18=-2283/475 pp NOTES- 4Y r RO/ *(S 51 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 �Co`GNG1NE&- ,0 (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 15-7-3,Exterior(2)15-7-3 to 23-4-13,Interior(1) N. v '91 �J_ 23-4-13 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for `G 29 members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Ct- 89200P E 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. ��00; 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. In tr 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7i OREGON A, 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 2J fit between the bottom chord and any other members,with BCDL=10.0psf. 4 y 14 `Z�� 'O 0- 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 372 lb uplift at joint 18 and 408 lb uplift at /1'1 R R I O- joint 13. 9)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. EXPIRES. 12-31-2019 LOAD CASE(S) Standard March 27,2019 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 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 M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 Lennar K5898581 - B1703796 A24 GABLE 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:01:51 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJ W7Z-cN4b90J0q IsPaPtOPaj i?Ms5p0iGAktLxZcbvxzWj?U -L-g--Q 19-6-0 39-0-0 19-6-0 1-0- 0� 19-6-00' Scale=1:73.9 5x6 = 6.00 12 12 11 �� 13 10 14 9 15 5x6 i 8 16 5x6 7 17 6 .p ,. 18 19 5 - 20 474 - - 2148 4x6 4x6 i 3 - 22 111 1 2 ' 2324 1•7 46 45 44 43 42 41 40 39 38 37 36 34 33 32 31 30 29 28 27 26 25 35 3x4 = 3x6 = 3x4 = 39-0-0 39-0-0 Plate Offsets(X,Y)-- [7:0-3-0,0-3-0],[17:0-2-6,0-3-1],[17:0-0-14,0-1-12],[18:0-2-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 24 n/r 90 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 24 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.01 26 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:275 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G*Except* 10-0-0 oc bracing:45-46,25-26. 12-36:2x4 DF No.1&Btr G WEBS 1 Row at midpt 12-36,11-37,10-38,13-34,14-33 REACTIONS. All bearings 39-0-0. (Ib)- Max Horz 46=-191(LC 10) Max Uplift All uplift 100 lb or less at joint(s)46,25,37,38,39,40,41,42,43,44,34,33,32,31,30,29, 28,27 except 45=-227(LC 12),26=-187(LC 13) Max Gray All reactions 250 lb or less at joint(s)46,25,36,39,40,41,42,43,44,45,32,31,30,29,28, 27,26 except 37=271(LC 19),38=253(LC 19),34=271(LC 20),33=253(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-99/279,10-11=-119/352,11-12=-140/444,12-13=-140/444,13-14=-119/352, 14-15=-99/279 WEBS 12-36=-274/65,2-45=-111/301,23-26=-66/280 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-0-0 to 2-10-10,Exterior(2)2-10-10 to 15-6-0,Corner(3)15-6-0 to 23-6-0, Exterior(2)23-6-0 to 36-1-6,Corner(3)36-1-6 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right c PR c exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ��,�`� OFcss 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 �C; !4AGINEF �O Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. V 4. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1089200PE 93' 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ] non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. - 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). OREGON 4.' 9)Gable studs spaced at 2-0-0 oc. ` 4> 2 N� T.. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /O '9Y 14 O P 11)*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 A. will fit between the bottom chord and any other members. FR R i IA- 12)A plate rating reduction of 20%has been applied for the green lumber members. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,25,37,38, 39,40,41,42,43,44,34,33,32,31,30,29,28,27 except(jt=lb)45=227,26=187. EXPIRES: 12-31-2019 March 27,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 erertion and braclnn nth.,Mcrae and to we eymamc COP ANSI/I-PH Qualify r,rfro,ra ncm.no ant ares 12.14..D r.....f........a 2`^..l-a..;may Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898582 B1703796 A25 Common 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:06 2019 Page 1 - ID:ddyJlzQd19_F46arEDmnsXyJW7Z-Jbw94Bwpy6BeuBokiGJ4x1 i34PEKEusWKQM1 rzzW kN -1-0.0 5-3-12 I 12-6-11 I 19-6-0 I 26-5-5 I 33-8-4 I 39-0-0 0.4 1-0.0 5-3-12 7-2-15 6-11-5 6-11-5 7-2-15 5-3-12 0.0 Scale=1:70.1 5x6 = 6.00 12 6 ri 21 20 3x4 i19 22 3x4 3x8 i 5 7 3x8 4 8 4x6% 4x6 3 9 r 18/ 23 2x4 II ` 2x4 II 2 f ,o,1I.7 to _ 17 16 24 25 15 14 26 27 13 12 5x6 = 3x4 = 5x16 = 3x4= 5x6= 8-9-15 I 19-6-0 I 30-2-1 I 39-0-0 8-9-15 10-8-1 10-8-1 8-9-15 Plate Offsets(X,Y)— (12:0-3-0,0-2-121,114:0-0-0,0-1-131,115:0-4-4,0-3-01,115:0-1-13,0-0-01,117:0-3-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.32 13-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.73 13-15 >639 180 TCDL 7.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.13 12 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-RH Weight:213 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-15:2x4 DF No.1&Btr G 8-8-14 oc bracing:16-17. WEBS 1 Row at midpt 5-15,7-15,9-12,3-17 REACTIONS. (lb/size) 17=1699/0-5-8,12=1699/0-5-8 Max Horz 17=-191(LC 10) Max Upliftl7=-385(LC 12),12=-385(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-2343/573,4-5=-2154/588,5-19=-1770/537,19-20=-1683/546,6-20=-1649/558, 6-21=-1649/558,21-22=-1683/546,7-22=-1770/537,7-8=-2154/588,8-9=-2343/573 BOT CHORD 16-17=-571/1995,16-24=-413/1909,24-25=-413/1909,15-25=-413/1909, 14-15=-278/1909,14-26=-278/1909,26-27=-278/1909,13-27=-278/1909, 12-13=-413/1995 WEBS 5-16=-20/346,5-15=-755/378,6-15=-275/1178,7-15=-755/378,9-12=-2454/498, 7-13=-21/346,3-17=-2454/498 NOTES- 1) `QQED PROF�C 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 4L` s (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 15-7-3,Exterior(2)15-7-3 to 23-4-13,Interior(1) 5• NGINE&• cS'j% 23-4-13 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 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 -C? -9' 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �' 89200PE 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /'0" non-concurrent with other live loads. I `' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will y OREGON fit between the bottom chord and any other members,with BCDL=10.0psf. 4i 7)A plate rating reduction of 20%has been applied for the green lumber members. <O '9y 14 2o A 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 385 lb uplift at joint 17 and 385 lb uplift at joint 12. � RRIL.- 9)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard EXPIRES: 12-31-2019 March 27,2019 4 I r_� 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 Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 Lennar K5898583 B1703796 A26 Califomia 4 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:07 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-noUXHXxRjQKV WKNwGzgJUEFKCpe2zHAgy46bN PzWiikM 18-10-15 20-5-8 - II �l0 18-7-0 20-5-0- 22-10-0I4(J'�'� 11 o-n 5-1-14 I 4-8-6 I 6-3-12 12-0-8 04d0-1111522-5-0 -Q 0 0.3-15 2�0.5� 3-6-122 I 6-0-1410 I '3-69-12 I 298-0 1-0-0' 0-3-15 0-0-8 Scale=1:79.7 =1-11-8 5x6 6.00 12 5x6 7 8 2x4 II 0 '" 9 2x4 II 6 3x4 i 47 111012; 3x4 J 3x8 G 11 26 29 3x8 4 5 12 .. Is .�� 3x6 o . .: 3x6% 13 3x10 30 4x8 i 25 14 3x4 II 2 111==.1161111 15 1��23 t1 �e � 1�O IM d � � 8x12 = 31 32 33 34 22 21 20 19 5x10 = 35 17 24 3x8 13x8 5x6= 8x12 = 8x12 = 5x6= 2x4 II 3.00 12 18-0-8 22-11-13 5-1-14 9-10-4 16-2-0 106-11;133 20-5-8 22-8-426-4-12 32-5-10 32 -7 39-0-0 5-1-14 I 4-8-6 I 6-3-12 - 1 1-11-0 1 2-2-12 0.9 3-5-0 6-0-14 0-1-3 6-4-10 2-2-12 Plate Offsets(X,Y)-- [2:0-2-12,0-2-0],[5:0-1-12,0-1-8],[8:0-3-0,Edge],[11:0-1-12,0-1-8],[13:0-2-4,0-1-8],[14:0-4-12,0-1-8],[17:0-3-5,0-1-8],[18:0-4-4,0-3-0],[19:0-2-8,0-3-0], [20:0-5-13,0-2-4],[21:0-2-4,0-2-4],[22:0-2-12,0-3-0],[23:0-6-0,0-3-11] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.19 21-22 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.49 18-19 >940 180 TCDL 7.0 Rep Stress!nor YES WB 0.76 Horz(CT) 0.30 17 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight:284 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 5-21,6-21,10-20,13-19 WEBS 2x4 DF Std G*Except* 2-23,7-21,9-20:2x4 DF No.1&Btr G,20-21:2x12 DF SS REACTIONS. (lb/size) 24=1799/0-5-8,17=1799/0-5-8 Max Horz 24=188(LC 16) Max Uplift24=-285(LC 12),17=-285(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-25=-3587/544,3-25=-3509/555,3-4=-2495/453,4-5=2356/455,5-26=-2184/409, 26-27=-2091/419,6-27=-2070/430,6-7=-2154/544,7-9=-1544/418,9-10=-2091/525, 10-28=-2066/459,11-28=-2140/447,11-29=-2272/445,12-29=-2311/434, 12-13=-2397/433,13-30=-3806/568,14-30=-3836/554,15-17=-280/175 BOT CHORD 22-23=-613/3251,22-31=-295/2178,21-31=-295/2178,21-32=-31/1681,32-33=-31/1681, 33-34=-31/1681,34-35=-31/1681,20-35=-31/1681,19-20=-115/2063,18-19=-354/3520, 17-18=-310/2177 WEBS 3-22=-1219/369,3-23=-130/927,5-21=-490/276,2-23=-415/3148,6-21=-597/301, 10-20=-329/168,11-20=-621/291,7-21=-303/1190,9-20=-265/1061,11-19=-70/259, 2-24=-1747/399,13-18=-67/1253,13-19=-1636/345,14-18=-71/1322,14-17=-2785/437 ����p PROpS- NOTES- �C'j OG►NE.C. /0 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 C v ‘z19 .* (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 13-11-13,Exterior(2)13-11-13 to 25-0-3, '(1 '9< Interior(1)25-0-3 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C 89200PE 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 �p' ) 9 d idir,II 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangsit non-concurrent with other live loads. Q OREGON , 5)200.Olb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 72- 4 6)Provide adequate drainage to prevent water ponding. /Q '9Y 14 20 ty 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 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 �`RR 10- 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. EXPIRES: 1�-$1-2019 10)Bearing at joint(s)24,17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. March 27,2019 Continued on page 2 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 fa1..1k.atl,.,,,al.,,aye,Jelhmy,e,e..tb,.m,J L.,..:,,*f l,aaw...,J k....a1.l.„a,.-- ANEUTIY0 awlily-C.:0.6.,DON-110-.4 DCa/Salah.Cor Ipowont 260 Nth,Cieels Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898583 B1703796 A26 California 4 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:07 2019 Page 2 ID:ddyJ IzQd19_F46arEDmnsXyJ WIZ-noUXHXxRjQKV WKNwGzgJUEFKCpe2zHAgy46bN PzWikM NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 285 lb uplift at joint 24 and 285 lb uplift at joint 17. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 4 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. put Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 Lennar K5898584 - B1703796 A27 California 1 1 Job Reference(optional) "' Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:09 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-jAbH iDzhFl aDIeWJ NOsnZfKckdHaR8wyQObhS lzWlkK 20-5-0 " -1--0--0 5-1-14 5-1-14 9-10-4 4-8-6 I 16-2-0 6-3-12 ] 182--91-17-7 ?i0-0-- 12I 1222--1504-0 I 2365-3--00 32-5-10 6-2-10 36-3-6 3-9-12 329-8-0-1-00 41p-0-00-10 0-0-7 Scale=1:76.8 5x6 i 6.00 12 5x6 2x4 7 8_ �8 29304 r���n• 6 3x4 3x4 i 27 10 4x12 3x10 26 31 4 5 11 as=' lle*_ 4x6 .n 3x6 i441111%,. ! 12 d 4x12 253 32 33 5x10 i 24 14 3x4 I i 14 C 1 14 . 2i�22 \�'a i-71r �1\-U��.L�17 �:. 15 I' I'{' 7x14 MT18H= 21 34 20 35 36 37 19 38 18 7x14 MT18H= '16 23 3x8 II 3x8 II 5x12 MT18H= 4x12 5x6 II 5x12 MT18H= 8x12 = 8x12 = 3.00 12 5-1-14 I 9-10.4 I 16-2-0 I 26-4-12 23-4-1p 32-5-10 321-7 39-0-0 I 5-1-14 4-8-6 6-3-12 10-2-12 1-0-0 5-0-14 0-1-13 6-4-10 Plate Offsets(X,Y)-- [2:0-3-0,0-1-12],[3:0-2-4,0-1-8],[5:0-1-12,0-1-8],[8:0-2-12,0-2-8],[10:0-1-12,0-1-8],[12:0-2-4,0-2-0],[14:0-1-12,0-1-8],[16:0-3-5,Edge],[17:0-6-0,0-3-8], [19:0-5-13,0-2-4],[20:0-2-4,0-2-4],[23:0-2-5,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.29 17-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.62 17-18 >746 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.39 16 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-MSH Weight:282 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except 7-8:2x6 DF No.2 end verticals,and 2-0-0 oc purlins(5-1-4 max.):7-8. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std G*Except* 8-8-5 oc bracing:21-22. 2-22,9-19,13-17,7-20,8-19:2x4 DF No.1&Btr G,19-20:2x12 DF SS WEBS 1 Row at midpt 3-21,5-20,6-20,9-19,12-18 REACTIONS. (lb/size) 23=1799/0-5-8,16=1799/0-5-8 Max Horz23=186(LC 11) Max Uplift23=-290(LC 12),16=-290(LC 13) Max Grav23=2450(LC 31),16=2450(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-24=-5089/562,24-25=-5007/563,3-25=-4966/572,3-4=-3611/484,4-5=-3365/486, 5-26=-3137/446,26-27=-2988/447,6-27=-2973/460,6-7=-3074/584,7-28=-2375/484, 28-29=-2375/484,29-30=-2375/484,8-30=-2375/484,8-9=-2970/559,9-10=-3064/490, 10-31=-3303/476,11-31=-3317/464,11-12=-3470/464,12-32=-5385/612, 32-33=-5490/602,13-33=-5515/599,2-23=-2423/429,14-16=-303/179 BOT CHORD 22-23=-209/294,21-22=-602/4623,21-34=-293/3143,20-34=-293/3143,20-35=-29/2375, 35-36=-29/2375,36-37=-29/2375,37-38=-29/2375,19-38=-29/2375,18-19=-143/2962, 13_, 13 PROFF �n 16-17=-320/3045,17-18=-386/5073 S`Q FsV WEBS 3-22=-136/1303,3-21=-1681/358,10-18=-84/250,5-20=-676/285,2-22=-381/4301, �Cj ¶ GIN ' /p 6-20=-603/301,9-19=-318/168,10-19=-805/303,13-16=-3968/463,13-17=-87/1998, v ii) ?/ 7-20=-301/1316,8-19=-264/1147,12-17=-75/1721,12-18=-2379/353 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)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 12-11-4,Exterior(2)12-11-4 to 26-2-15, i Job Truss Truss Type Qty Ply Lennar K5898584 81703796 A27 Califomia Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:10 2019 Page 2 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-BN9fvZzKOLi4No5Vx5006ttnUOdpAbA6f2KF_kzWikJ NOTES- 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Bearing at joint(s)23,16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 290 lb uplift at joint 23 and 290 lb uplift at joint 16. 13)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)39 lb down and 109 lb up at 18-11-9,and 39 lb down and 109 lb up at 20-0-7 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:1-2=-64,2-7=-64,7-8=-64,8-14=-64,14-15=-64,22-23=-20,21-22=-20,18-21=-20,16-17=-20,17-18=-20 Concentrated Loads(Ib) Vert:35=-100 38=-100 t 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 Nit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 Lennar K5898585 B1703796 A28 CALIFORNIA 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:12 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ WIZ-71HQKF?aYyync6Ft2 WQ UBIy5CgJQeYzP6MpM3dzwikH p, I 2T5/8 2-7-4 P Q - �-0 OI 5-1-14 4-8-6 I 168-82 1 0 15 25-2-2 2-1-1 25-- 24 9-82 3 -10 5-6-114 3-9-12 23-92-10 41 OI 0-1-13 Scale=1:76.3 5x6 6.00 i 5x8 // 6 7 w rsa w to 28 3x4.„,....040000•000,0002 )..-'� a'► 29 x4 3x10 i 258 30 3x8 4 5 _ 4, 9 3x6 i 24 31 4x6 il ii 10 23 �- 3`4x12 4x12 i 22 11 33 2x4 I - 1 2 .i M\a r•��' 1213 Et �� 2D `Ill v�15�'` I I 7x14 MT18H= 19 34 18 35 17 16 7x14 MT18H= 14 21 3x6 I I 5x12 MT18H= 3x8 = 3x4= 5x12 MT18H= 508 3.0012 I 5-1-14 I 9-10-4 ] 16-4-12 22-7-4 I 27-4-12 I 32-11-10 33-0-7 38-8-7 39/0-0 0 5-1-14 4-8-6 6-6-8 6-2-8 4-9-8 5-6-14 0-1-13 5-7-1 0.329 Plate Offsets(X,Y)- [2:0-3-0,0-1-8],[3:0-2-4,0-1-8],[5:0-1-12,0-1-8],[6:0-2-12,0-2-8],[7:0-3-8,0-2-8],[8:0-1-12,0-1-8],[10:0-2-8,0-2-0],[11:0-5-8,0-2-0],[14:0-2-0,Edge],[15:0-6-4 ,0-3-8],[20:0-6-12,0-3-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.29 17-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 VertCT -0.56 17-18 >836 180 MT18H 220/195 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 14 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight:244 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 6-7:2x6 DF No.2 2-0-0 oc purlins(4-9-10 max.):6-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-19,5-18,7-18,10-16,8-17 7-18,7-17,2-20,11-15:2x4 DF No.1&Btr G REACTIONS. (lb/size) 21=1920/0-5-8,14=1920/0-5-8 Max Horz 21=168(LC 16) Max Uplift21=-593(LC 12),14=-594(LC 13) Max Grav21=2527(LC 31),14=2521(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=-5212/1256,22-23=-5132/1256,3-23=-5122/1266,3-24=-3637/1013, 4-24=-3418/1027,4-5=-3416/1029,5-25=-3110/1018,25-26=-2942/1028, 6-26=-2861/1040,6-27=-2627/995,27-28=-2633/997,7-28=-2637/999,7-29=-2899/1057, 8-29=-3060/1042,8-30=-3279/1037,9-30=-3365/1029,9-31=-3403/1026, 10-31=-3539/1021,10-32=-5423/1350,32-33=5460/1338,11-33=-5483/1337 BOT CHORD 19-20=-1255/4737,19-34=-796/3160,18-34=-796/3160,18-35=-620/2644, 17-35=-620/2644,16-17=-703/3040,15-16=-1115/5010,14-15=-635/2674 WEBS 3-20=-294/1303,3-19=-1799/525,5-18=-725/288,6-18=-71/653,7-18=-266/218, 1�O PROF 711-14=3929/9,9,11-15=-469/22,2,2 21=-247 /72,2-20=-1043/4591,8-17=-688/277, �`�,�tL� GAN ' - �,/� 11-14=-3929/929,11-15=-469/2292,2-21=-2470/722 4,9 NOTES- 2 1)Wind:ASCE 7-10;Vuft=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS - 89200PE 9r (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 10-10-9,Exterior(2)10-10-9 to 27-11-10, / Interior(1)27-11-10 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 '► - W 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. y OREGON �(/� 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs G v^ non-concurrent with other live loads. /Q -9)' 14 2� 5)Provide adequate drainage to prevent water ponding. r '3 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. � R R I L'' 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. EXPIRES: 12-31-2019 9)A plate rating reduction of 20%has been applied for the green lumber members. March 27,2019 Continued on page 2 1 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 MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storag9 delivery erection and braving of trusses end tares eyetema CPP ANtl?PN O.mIInj rrrrore nca-Ra and(rel a..ner..0 r..n.I.....-.. 11•14(''II .• Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898585 B1703796 A28 CALIFORNIA 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:12 2019 Page 2 ID:ddyJ IzQd19_F46arEDmn5XyJ W7Z-71HQKF?aYyync6Ft2WQUBIy5CgJQeYzP6MpM3dzW kH NOTES- 10)Bearing at joint(s)21,14 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 593 lb uplift at joint 21 and 594 lb uplift at joint 14. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)320 lb down and 357 lb up at 16-11-9,and 320 lb down and 358 lb up at 22-0-7 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:1-6=-64,6-7=-64,7-13=-64,20-21=-20,19-20=-20,16-19=-20,15-16=-20,14-15=-20 Concentrated Loads(Ib) Vert:27=-221 28=-221 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898586 - B1703796 A30 GABLE 1 1 Job Reference(optional) - ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:04 2019 Page 1 ID:ddyJ IzQd 19_F46arEDmnsXyJ W7Z jtN WuSTAm IVZePNugoS116uKXF8MjbEFw5GnthzW?H 11 0.0 15-0-8 15-0-8 23-11-88--11 0 184 -5 3849-6 0-3 29 Scale=1:67.2 3x6 = 3x6 = 10 11 12 13 14 r 15 16 17 ItR1 IRI w 9 i+'_ $ 8 $ g"'• 6.00 12 8 - 18 50 52 7 19 6 20 A' .. 549 g g E g - 21 d , 53 22 .7,48 4 4x6 4x6 i4S - - 23 24 54 2 ... 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x4 = 3x6 = 3x4 = 38-10-6 { 38-10-6 Plate Offsets(X,Y)-- [10:0-3-0,0-2-1],[16:0-3-0,0-2-1] 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 0.10 Vert(LL) 0.00 1 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 1 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.01 25 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:264 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(6-0-0 max.):10-16. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:45-46,25-26. WEBS 1 Row at midpt 13-36,12-37,11-38,14-34,15-33 REACTIONS. All bearings 38-10-6. (lb)- Max Horz 46=166(LC 9) Max Uplift All uplift 100 lb or less at joint(s)46,25,36,37,38,39,40,41,42,43,44,34,32,31,30,29, 28,27 except 45=-202(LC 12),26=-200(LC 13) Max Gray All reactions 250 lb or less at joint(s)46,25,38,45,33,26 except 36=263(LC 30),37=279(LC 30), 39=262(LC 31),40=268(LC 31),41=266(LC 31),42=267(LC 31),43=263(LC 31),44=279(LC 31),34=279(LC 30), 32=262(LC 31),31=268(LC 31),30=266(LC 31),29=267(LC 31),28=264(LC 31),27=274(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-105/320,10-11=-95/311,11-12=-95/311,12-13=-95/311,13-14=-95/311, 14-15=-95/311,15-16=-95/311,16-17=105/320 WEBS 2-45=-80/289,24-26=-70/259 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)-1-0-0 to 2-10-10,Exterior(2)2-10-10 to 11-1-14,Corner(3)11-1-14 to 18-11-2,Exterior(2)18-11-2 to 20-0-14,Comer(3)20-0-14 to 27-10-2,Exterior(2)27-10-2 to 34-9-15,Corner(3)34-9-15 to 38-8-10 (�¶j P R OFk. 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 `Co �NGINEF9 v/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 2 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 9 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 89200PE V 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psi or 2.00 times flat roof load of 25.0 psi on overhangsJr . non-concurrent with other live loads. I •• 4� • • 6)Provide adequate drainage to prevent water ponding. Q 7)All plates are 2x4 MT20 unless otherwise indicated. OREGON44/ 8)Gable requires continuous bottom chord bearing. N 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). `��'9r 14 20 10)Gable studs spaced at 2-0-0 oc. /�r 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `R R IL 12)`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 13)A plate rating reduction of 20%has been applied for the green lumber members. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,25,36,37, March 27,2019 Cont r4@�h 42 43 44 34 32 31 30 29 28 27 except(jt=lb)45=202,26=200. l 1 mesal WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mg a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mil®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ''h fatal.,albn,.b,..ya,deh.o.r,e,e..l;..,,m,J br.ron,g.1'le.a.e.ad Aa„eyet_ere,see ANCY?!'N Qiwlily Caw*DSS 911a d SCSI Building^ar-pavan' 259 Wry Cirak Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898586 B1703796 A30 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:04 2019 Page 2 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-jtN WuSTAm IVZePNugoS I16uKXF8Mj bEFw5GnthzWj?H NOTES- 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4MINIM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 Lennar K5898587 B1703796 A31 GABLE 1 1 Job Reference(optional) ' ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:07 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-8S2fWUW33Dt8Vs6TLx?SekWgmSAlwy7ic3URT?zWj?E I I1I-0-c( 14-9-8 I 24-2-8 38-10-6 1-0-0 14-9-8 9-5-0 14-7-14 I Scale=1:68.3 3x6 = 3x6 = 9 10 11 12 13 14 15 16 17 w w w a''§ t _ 'ra 6.00 12 8 - 18 50 49 7 19 20 Id 21 N 22 4x6 48 4 4x6 2 47414 - 23 24 52 14 c 1co 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x4 = 3x6 = 3x4 = 38-10-6 38-10-6 Plate Offsets(X,Y)-- [10:0-3-0,0-2-1],[16:0-3-0,0-2-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 1 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 1 n/r 120 TCDL 7.0 Rep Stress Ina YES WB 0.23 Horz(CT) 0.01 25 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RHWeight:264 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(6-0-0 max.):10-16. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 13-36,12-37,11-38,14-34,15-33 REACTIONS. All bearings 38-10-6. (Ib)- Max Horz 46=164(LC 9) Max Uplift All uplift 100 lb or less at joint(s)46,25,36,37,38,39,40,41,42,43,44,34,33,32,31,30, 29,28,27 except 45=-209(LC 12),26=-212(LC 13) Max Gray All reactions 250 lb or less at joint(s)46,25,38,45,33,26 except 36=265(LC 30),37=272(LC 30), 39=253(LC 31),40=267(LC 31),41=266(LC 31),42=267(LC 31),43=264(LC 31),44=278(LC 31),34=272(LC 30), 32=253(LC 31),31=267(LC 31),30=266(LC 31),29=267(LC 31),28=265(LC 31),27=274(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-95/287,10-11=-87/281,11-12=-87/281,12-13=-87/281,13-14=-87/281, 14-15=-87/281,15-16=-87/281,16-17=-95/287,24-25=-260/58 WEBS 2-45=-73/319,24-26=-78/291 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 Comer(3)-1-0-0 to 2-10-10,Exterior(2)2-10-10 to 10-10-14,Corner(3)10-10-14 to 18-8-2,Exterior(2)18-8-2 to 20-3-14,Corner(3)20-3-14 to 28-1-2,Exterior(2)28-1-2 to 34-9-15,Corner(3)34-9-15 to 38-8-9 zone; QED PROFF cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; �(, s Lumber DOL=1.60 plate grip DOL=1.60 .j� GNGINEe s'c 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 C� v 4. Gable End Details as applicable,or consult qualified building designer as per ANSI/7P!1. '9 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 89200PE r 4)Unbalanced snow loads have been considered for this design. ... 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs r �ir! non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise indicated. y OREGON tt✓� 8)Gable requires continuous bottom chord bearing. L* 4, l's. O� 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2 '� O 14, Q, 10)Gable studs spaced at 2-0-0 oc. �� L Qj 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R RIO- 12) iL 12)*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 13)A plate rating reduction of 20%has been applied for the green lumber members. 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,25,36,37, March 27,2019 ContMeVor#@a9rh A2 43 44 34 33 32 31 30 29 28 27 except(jt=lb)45=209,26=212. I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not A a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the f-:Ai ati.m,*nage,Jsli,mr a.e..0.m.,,,1 b,...i1g.,f t..a...,04 h....-,Z.,,..,.es AN6e?r14 e..elid)C.4..4)DELI 59_..d DG6J a_::d,.4 c_11p...-ar 250 094 aide Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898587 B1703796 A31 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:07 2019 Page 2 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-8S2f WU W33Dt8Vs6TLx?SekWgm SA1 wy7ic3U RT?zWj?E NOTES- 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. , N'` Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898588 B1703796 A32 Hip 1 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:11 2019 Page 1 ID:ddyJlzQd19_F46arEDmn5XyJW7Z-ODI9MrZZ7SNazUPEam4OpahMf4Ltsf1 HXgSecnzWjj?A 11-6-8 25-1-1 27-5-8 -111:00.-9 5-1-14 1 9-8-8 9-1R-4 113-10-15 I 16-4-4 I 22-7-12 22-8-9 8-6-8I 1 29-5-8 I 38-6-13 380-A6 5-1-14 4-6-10 0-1'-12 2-4-7 2-5-5 6-3-8 0-1'-y3 1-5-7 2-0-0 9-1-5 1-8-4 2-3-9 0-11-0 Scale=1:73.6 Special Special Special 8x8 5 9 5x12 2x4 II Special 4x6 = 2x4 II 6.00 12 4 / 6 Special Special 7 `: 10 25 , 26 27• 28 29 30 31• •-, 35•• 36 2x4 I I 4x6 i 11 24 3 37 5x8 o 5x12 MT18H i 23 '' d 12 4x6 2 ��� 13 1 �� �dllIllIllIll ' b �21� . II .� ' 6 la�4- 9x16 MT18H = 20 38 X39 5x12 = 19 3x8 I I 3x8 II 4018 17 15 14 22 5x12 MT18H 3x6 5x12 MT18H = 8x8 = 8x8 = 5x12 MT18H=2x4 II 3.00 12 0]7 5-0-2 5-1f114 9-10-4 I 16-4-4 1 22-7-12 I 26-4-12 2 8 31-3-14 31/71-7 36-10-6 138-10-61 0-7 4-4-14 0-1-13 4-8-6 6-6-0 6-3-8 3-9-0 0-1-72 4-9-5 0-3-9 5-2-15 2-0-0 Plate Offsets(X,Y)— [2:0-3-0,0-1-12],[3:0-2-8,0-2-0],[4:0-4-0,0-3-4],[12:0-3-8,0-2-0],[16:0-5-8,0-3-0],[18:0-3-9,0-2-4],[19:0-2-4,0-2-4],[21:0-8-0,0-3-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.37 19-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.71 19-20 >618 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.27 15 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight:269lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-10:2x6 DF 2400F 2.0E 2-0-0 oc purlins(5-1-5 max.):4-10. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-20,7-17 2-21,12-16:2x4 DF No.1&Btr G,18-19:2x12 DF SS REACTIONS. (lb/size) 22=2084/0-5-8,15=2288/0-3-14 Max Horz 22=150(LC 9) Max Uplift 22=-321(LC 12),15=-318(LC 13) Max Gray 22=2745(LC 31),15=3040(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5574/1362,3-4=-3842/1106,4-6=-3720/1337,6-7=-3712/1327,7-8=-3111/1253, 8-10=-3114/1266,10-11=-3928/1116,11-12=-3981/1034 BOT CHORD 20-21=-1124/5067,19-20=-769/3262,18-19=-846/3712,17-18=-846/3712, 16-17=-741/3085 WEBS 2-22=-2686/758,2-21=-1108/4913,6-19=-738/322,7-18=0/426,8-17=-510/388, 4-19=-193/1210,10-17=-286/831,3-20=-2026/420,3-21=-213/1378,10-16=-172/778, 12-15=-2903/803,11-16=-471/225,12-16=-899/3666,7-17=-1540/233 NOTES- 1)Wind:ASCE 7-10;Vutt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; QED PRpFcc MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-10,Interior(1)2-10-10 to 8-5-0,Exterior(2)8-5-0 to 17-1-14, 4f(,`` c. Interior(1)17-1-14 to 22-1-8,Exterior(2)22-1-8 to 30-7-0,Interior(1)30-7-0 to 34-9-15,Exterior(2)34-9-15 to 38-8-9 zone;cantilever Gj WNGINF9 /� left and right exposed;end vertical left and right exposed;C-C for members and forces&MFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� `i2 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 89200PE 9 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 411P,0010119.--o! non-concurrent with other live loads. Atop 5)200.OIb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 6)Provide adequate drainage to prevent water ponding. -� OREGON �(/� 7)All plates are MT20 plates unless otherwise indicated. G \� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tQ -9y 14 2� 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 Q will fit between the bottom chord and any other members,with BCDL=10.Opsf. MFR R 10- 10) I v A plate rating reduction of 20%has been applied for the green lumber members. 11) Bearing at joint(s)22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify EXPIRES: 12-31-2019 capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) March 27,2019 Conta ea2dr1 ikaa1t. .sem 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 Imo" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 _. fatviration storage delivery erertinn and hrarin8 of tn.caaa and tn.ee eystamc can 4Ner/TPH n..an y rritarEg.ilea ce n...i Rrel.d-line r.,...r....y..: Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898588 B1703796 A32 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:11 2019 Page 2 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-ODI9MrZZ7SNazUPEam4OpahMf4Ltsf1 HXgSecnzWj?A NOTES- 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)135 lb down and 71 lb up at 13-11-12,99 lb down and 65 lb up at 16-0-12,99 lb down and 65 lb up at 18-0-12,99 lb down and 65 lb up at 19-6-0,99 lb down and 65 lb up at 20-11-4,and 99 lb down and 65 lb up at 22-11-4,and 174 lb down and 93 lb up at 25-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16) 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=-64,4-5=-64,4-10=-64,9-10=-64,10-13=-64,21-22=-20,20-21=-20,17-20=-20,16-17=-20,15-16=-20,14-15=-20 Concentrated Loads(Ib) Vert:6=-64(B)7=-64(B)26=-96(B)29=-64(B)31=-64(B)33=-64(B)35=-135 39=-100 40=-100 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �p Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898589 - B1703796 A33 Hip 1 1 Job Reference(optional) * ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:14 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-Qozl_tbS PNm9gx8pGvd5RDJsaH LT3?IkDehJ D5zW?7 11-6-8 27-5-8 1-0. 5-1-14 I 9-1A-4 11-1005 ]4-6-10 0-1-Y2 04'7 4-5-5 22-7-12 6-3-8 -91I ' 013 3-9-0 016-92-0-0 396-53 3s-b-s 6 1-8-4 0-4-7 Scale=1:72.7 2x4 II 8x8 i 2x4 II 4x6 = 5x10 4 4 5 2 26 272829 630 31 7 3 8 6.00 12 .�� �� 2x4 II 4x6 -::;23 9 33 'IIIIIIIIIIIIIIIIIII 3 7x14 MT18H i 34 5x10 d 22 10 4x6 21 �e 11 35 �� eeeeee�e�yeeeee��-+'OM I PI NI �I. ......-.Al- ....... 9x16 MT18H = 18 36 37 38 5x12 = 17 3x8 II 3x8 I 16 15 13 12 20 5x12 MT18H = 3x6 5x12 MT18H = 8x8 = 8x8 = 5x12 MT18H =2x4 II 3.0012 0]7 5-0-2 5-1nn14 9-10-4 I 16-4-4 I 22-7-12 I 26-4-12 26-R-8 31-3-14 31/71-7 37-1-10 8-10-0I 0-7-4 4-4-14 0 -1='13 4-8-6 6-6-0 6-3-8 3-9-0 0-142 4-9-5 0--9 5-6-3 1-8-12 Plate Offsets(X,Y)-- [2:0-2-12,0-2-4],[3:0-2-8,0-2-0],[4:0-3-12,0-3-0],[8:0-4-4,0-2-8],[10:0-3-12,0-2-4],[14:0-5-0,0-3-4],[15:0-5-8,0-2-4],[16:0-3-9,0-2-4],[17:0-2-4,0-2-4], [18:0-5-8,0-2-81[19:0-8-0,0-3-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.42 17-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.87 Vert(CT) -0.79 17-18 >556 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.29 13 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight:263 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-8:2x6 DF 2400F 2.0E 2-0-0 oc purlins(4-6-13 max.):4-8. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-18,6-15 2-19,10-14:2x4 DF No.1&Btr G,16-17:2x12 DF SS REACTIONS. (lb/size) 20=2451/0-5-8,13=2604/0-3-14 Max Horz 20=125(LC 54) Max Uplift 20=-474(LC 12),13=-464(LC 13) Max Gray 20=3014(LC 32),13=3168(LC 32) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6089/976,3-4=-4218/722,4-5=-4249/771,5-6=-4240/764,6-7=-3288/646, 7-8=-3287/645,8-9=-4152/768,9-10=-4191/649 BOT CHORD 18-19=-941/5517,17-18=-503/3587,16-17=-539/4240,15-16=-539/4240, 14-15=-376/3255 WEBS 4-18=-133/350,2-20=-2953/561,2-19=-797/5351,5-17=-988/398,6-16=0/415, 4-17=-217/1425,8-15=-121/950,3-18=-2170/500,3-19=-197/1489,8-14=-193/822, 10-13=-3025/564,9-14=-502/245,10-14=-539/3869,6-15=-2053/326 1) :ASCE 7-10; mph cond gust) NOMWFRS(envelope)gable 4end zone and C-C Exterior(2)-1-0-0 110-0 to 2-10-10, nteror(1)2-10-10 to 6-2-10,Exterior(2)6-2-10 to Enclosed;17-2-9, �CjN...sGP EF sw Interior(1)17-2-9 to 22-1-8,Exterior(2)22-1-8 to 33-1-7,Interior(1)33-1-7 to 34-9-15,Exterior(2)34-9-15 to 38-8-9 zone;cantilever v 04. 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 89200PE 9r 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs -411. •NVir non-concurrent with other live loads. 5)200.0Ib AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. y A-OREGON `�€ 6)Provide adequate drainage to prevent water ponding. 4- 4' _14. 7)All plates are MT20 plates unless otherwise indicated. <O -9y 14 2d A 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' p,` 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 MER RIO- will I -' v will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12-31-2019 11) Bearing at joint(s)20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. March 27,2019 Continued on Daae 2 I I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. l'" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeke is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the feb,iest„r, .,eye,Juliewr,e,a..tn..,e,.J L,...,y.AL..�a,.J fr era:o.,*, ANBNTIW Q..-:-lyQits./a,10438,08—.4 BDei 8..Z.ling O.emp.aeer0 250 Kt.,Cin,.b Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898589 61703796 A33 Hip 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:14 2019 Page 2 ID:ddyJ IzQd19_F46arEDmn5XyJ W7Z-Qozl_tbS PNm9gx8pGvd5RDJsaH LT3?IkDehJD5zWj?7 NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)20=474,13=464. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)366 lb down and 208 lb up at 11-8-9,214 lb down and 139 lb up at 14-0-12,248 lb down and 157 lb up at 16-0-12,248 lb down and 157 lb up at 18-0-12,248 lb down and 157 lb up at 19-6-0,248 lb down and 157 lb up at 20-11-4,248 lb down and 157 lb up at 22-11-4,and 214 lb down and 139 lb up at 24-11-4,and 191 lb down and 180 lb up at 27-0-7 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=-64,19-20=-20,18-19=-20,15-18=-20,14-15=-20,13-14=-20,12-13=-20 Concentrated Loads(lb) Vert:4=-267 5=-178 6=-178 24=-147 27=-178 28=-178 29=-178 31=-147 32=-92 37=-100 38=-100 1 � A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. ut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 Lennar K5898590 - B1703796 A34 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:18 2019 Page 1 ID:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-JZDpgEeyTbGaJYRaVki1 b3UVyukN?k5J8Gf WMtzWj?3 29-7-4 ' - 29-5-8 39-10-6 11-0-0 5-1-14 I 31py15 16-4-4 ] 22-7-12 28-6-8 23111 II31-5-10 I 36-6-8 ]32-0-51301_19 8b13 1-0-0 5-1-14 481-180 011-7 6-5-5 6-3-8 5-10-12 0-6-9 1-10-6 5-0-14 2-0-5 0 -k 0-4-7 Scale=1:74.7 0-1-13 5x16 Special 4x6 = 2x4 II 5x6 = 5x12 6.00 12 4 3 24 _ 25 6 527 28 29 30 6 _ 32 7 33 _ 348 2x4 II 9 2x4 II 3 itirioi 7x14 MT18H 21 22 - 410 -i1.--. d vya 11 b 1 2 w � `� 19� ��II 014,411111111111111111111b'14w�� c5 7x14 MT18H = 18 1735 3x8 II 3x8 H3616 15 7x14 MT18H = 13 12 20 5x12 MT18H 3x6 5x12 MT18H = 8x8 = 8x8 = 9x16 MT18H II 3.00 12 5x16 =- 31-3-191-7-7 31-3-191-7-7 38-10-6 I 5-1-14 9-10-4 I 16-4-4 I 22-7-12 2021(93 26-4-12 1286-8 37-0I 31-5, O 36-68 13281-1530-4i9 8513 II 5-1-14 4-BE 6-6-0 6-3-8 0-1 3 3-7-4 2-1-12 -0-12 1A-9 III 4-11-1 2-0-5 0$ 0-1-13 0-1-13 Plate Offsets(X,Y)-- [2:0-2-12,0-2-4],[4:0-5-3,0-2-8],[5:0-2-8,0-2-0],[8:0-5-0,0-2-4],[10:0-3-8,0-2-0],[12:0-0-0,0-1-13],[12:Edge,0-3-9],[13:0-6-12,0-2-0],[16:0-2-4,0-2-4], [17:0-0-0,0-2-4],[18:0-5-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.45 17-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.84 17-18 >549 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.35 12 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-AS Weight:256 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except" TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-8:2x6 DF No.2 2-0-0 oc purlins(2-7-15 max.):4-8. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 5-18 2-19,10-14,11-13:2x4 DF No.1&Btr G,16-17:2x12 DF SS REACTIONS. (lb/size) 20=2588/0-5-8,12=2467/0-3-14 Max Harz 20=113(LC 51) Max Uplift 20=-494(LC 12),12=-445(LC 13) Max Gray 20=3051(LC 31),12=2862(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6108/1049,3-4=-6080/1171,4-5=-3886/798,5-6=-5359/1002,6-7=-5359/1002, 7-8=-4534/909,8-9=-5583/1129,9-10=-5668/1024,10-11=-3077/595,11-12=-2827/532 BOT CHORD 18-19=-591/3964,17-18=-741/5359,16-17=-741/5359,15-16=-652/4570, 14-15=-626/4350,13-14=-474/2693 WEBS 5-18=-2107/321,7-15=-1600/308,5-17=0/368,6-16=-1110/353,7-16=-257/1637, 8-15=-148/836,3-19=-504/264,2-19=-827/5354,4-19=-463/2213,8-14=-395/1940, 10-14=-302/2376,11-13=-563/3038,10-13=-2026/433,9-14=-400/248,2-20=-2990/627, 4-18=-53/666 D p NOTES- ,(<(,��D PROFFos 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; �Cj``�taGINE& V�� MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-10,Interior(1)2-10-10 to 3-10-12,Exterior(2)3-10-12 to 2 14-10-10,Interlor(1)14-10-10 to 24-2-1,Exterior(2)24-2-1 to 38-8-9 zone;cantilever left and right exposed;end vertical left and � %'9 right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 K- 89200PE r 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. /-ice 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Alir.•O+. non-concurrent with other live loads. 5)200.OIb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. y A�OREGON R �a' 6)Provide adequate drainage to prevent water ponding. 4i "� 7)All plates are MT20 plates unless otherwise indicated. <O '9Y 14 D' A 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. it/in ' �` 9)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'i'/`R R IL- will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12-31-2019 11)Bearing at joint(s)20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. March 27,2019 Continued on pane 2 t 1 NM= AWARNING-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 MFrek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898590 B1703796 A34 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:18 2019 Page 2 • ID:ddyJIzQd19_F46arEDmnsXyJW7Z-JZDpgEeyTbGaJYRaVki1 b3UVyukN?k5J8GfWMtzWj?3 NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)20=494,12=445. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)220 lb down and 189 lb up at 9-11-12,144 lb down and 86 lb up at 12-0-12,214 lb down and 139 lb up at 14-0-12,248 lb down and 157 lb up at 16-0-12,248 lb down and 157 lb up at 18-0-12,248 lb down and 157 lb up at 19-6-0,248 lb down and 157 lb up at 20-11-4,248 lb down and 157 lb up at 22-11-4,214 lb down and 139 lb up at 24-11-4,and 196 lb down and 137 lb up at 26-11-4,and 49 lb down and 138 lb up at 29-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16) 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=-64,4-8=-64,8-11=-64,19-20=-20,18-19=-20,15-18=20,14-15=-20,13-14=-20,12-13=-20 Concentrated Loads(Ib) Vert:5=-178 6=-178 23=-121 24=109(B)25=-147 28=-178 29=-178 30=-178 32=-147 33=-130 35=-100 36=-100 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898591 - B1703796 A35 Hip 1 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:21 2019 Page 1 I D:ddyJlzQd19_F46arEDmnsXyJW7Z-j8uxSGgrm We9A0A9AtFkDh51 f61iC8imgEtAzCzWj?0 31-5-10 38-10-6 1-0-01 5-1-14 7-6-8 7 1p-15 14-1-11 I 22-1-6 31-1-1 301--/-111: 1 3r14 36-8-5 36613 j-0-0 5-1-14 24-10 04-� 6-2-11 7-11-11 1 8-11-11 0-- 5-2-10 131-10-183 I I 0-1-12 0-3-9 Scale=1:71.3 5x10 72 6.00 12 2x4 4x4 = 4x8 = 4x4 = 2x4 I Special 10x10 // 2x4 II 4 1 5 223 _ 6 25 2._ 7 27 _ 28 29 9 30 1 32 10 33 3 `I 4x6 5x12 i 11 5x6 o �, 2 d 1 2 -�� `�19�v �15 ��• II I 8x12 = 17 16 7x14 MT18H = 14 13 1 1 18 20 3x4 = 5x12 MT18H = "-= 5x6 II 3x6 1 5x12 MT18H = 5x12 100 12 6-10-4 31-7-7 5-3-11 31-5-10 5-0-2 5-11�1'I4 9-104 18-1-8 264-12 294-12 31-314 36-8-5 3&10-6 1 5-0-2 0-1[M3 3-0-0 1 8-3-4 1 8-3-4 1 3-0-0 11-11-2 III 5-0-14 ] 2-2-2 1 0-1-13 0-1-12 1-6-9 0-1-13 Plate Offsets(X,Y)-- [2:0-3-0,0-1-12],[4:0-4-0,0-2-0],[6:0-1-8,0-2-0],[10:0-3-8,0-3-4],[11:0-2-12,0-1-8],[12:0-2-12,0-2-0],[14:0-3-12,0-2-0],[16:0-5-8,0-2-8],[18:0-5-12,0-2-8] ,[19:0-6-0,0-3-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.40 17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.87 16-17 >534 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.36 13 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:225 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-7,7-10:2x6 DF No.2 2-0-0 oc purlins(2-4-2 max.):4-10. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-2 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 6-18 2-19,11-15,12-14:2x4 DF No.1&Btr G REACTIONS. (lb/size) 20=2266/0-5-8,13=2219/0-3-14 Max Horz 20=97(LC 11) Max Uplift 20=-614(LC 12),13=-658(LC 13) Max Gray 20=2650(LC 31),13=2526(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5207/1297,3-4=-5162/1407,4-5=-3916/1129,5-6=-3923/1131,6-8=-5137/1473, 8-9=-4588/1421,9-10=-4570/1414,10-11=-5062/1483,11-12=-2713/789, 12-13=-2498/711 BOT CHORD 18-19=-891/3717,17-18=-1260/4906,16-17=-1377/5217,15-16=-1230/4606, 14-15=-644/2380 WEBS 4-18=-268/886,5-18=-357/112,6-18=-1557/508,6-17=-48/402,8-16=-968/280, 9-16=-554/231,2-19=-1046/4550,4-19=-470/1799,10-16=-272/452,3-19=-466/251, 11-15=-666/2347,11-14=-1785/566,12-14=-759/2704,2-20=-2597/738,10-15=-292/1411 D NOTES- �{��� PR�FFss 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; �Gj`�NGINEF9 /0 MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 12-10-0,Interior(1)12-10-0 to 25-11-9,Exterior(2)25-11-9 to /jj 38-8-9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for „G/ reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 89200PE 9r 2)TCLL:aAnc d 7-10ds a psf(flat considered snow);d Category II;Exp B;Fully Exp.;Ct=1.10 ,� 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Q 5)Provide adequate drainage to prevent water ponding. OREGON L(/ 6)All plates are MT20 plates unless otherwise indicated. L 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. <O '9Y 14 ZO' ^{— 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 A. .„,i/t.. will fit between the bottom chord and any other members. FR R 10- 9)A plate rating reduction of 20%has been applied for the green lumber members. 10) Bearing at joint(s)20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify EXPIRES: 12-31-2019 capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) March 27,2019 t Cont1dn' . 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 Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not hit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 krflri*or•. .toy r.rtnr nen nn....a 2-r ci n.I *g n....,.....,r• . 2591tharehek, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss 'Truss Type Qty Ply Lennar K5898591 B1703796 A35 Hip 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:21 2019 Page 2 ID:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-j8uxSGgrm We9A0A9AtFkDh51 f6liC8imgEtAzCzWj?0 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)220 lb down and 189 lb up at 7-11-12,108 lb down and 98 lb up at 10-0-12,178 lb down and 138 lb up at 12-0-12,161 lb down and 142 lb up at 14-0-12,149 lb down and 142 lb up at 16-0-12,149 lb down and 142 lb up at 18-0-12,149 lb down and 142 lb up at 19-6-0,149 lb down and 142 lb up at 20-11-4,149 lb down and 142 lb up at 22-11-4,161 lb down and 142 lb up at 24-11-4,150 lb down and 162 lb up at 26-11-4,and 133 lb down and 85 lb up at 28-11-4,and 234 lb down and 283 lb up at 31-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-10=-64,10-12=-64,19-20=-20,18-19-20,16-18=-20,15-16=-20,14-15=-20,13-14=-20 Concentrated Loads(Ib) Vert:7=-80 5=-43 6=-92 21=-121 23=-109 25=-80 26=-80 27=-80 28=-80 29=-92 30=-80 32=-98(B)33=-135 1 1 ter. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. tut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mfie 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 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 Lennar K5898592 - 61703796 A36 Hip Girder 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:16 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-OWWwAc24bBSD5jZfHMUQL87sIRfaLa_I nZCOzWkD 5-10-15 - 1-0-0 2-7-14 52-1_014 5 9-10-0 15-5-0 20-10-0 26-4-12 31-5-11 36-6-10 38-10-6 O-0I 2-7-14 O 01 3-11-5 [ 5-6-12 5-5.0 I 5-6-12 ] 5-0-15 5-0-15 2-3-12 0-4-7 Scale=1:72.3 4x4= 5x10 6.00 12 4x4= 4x6= 4x8= 4x8 = 2x4 II 5x12 = 2x4 I I 4,2 ve 23 24'RI_5 25 26 g 27 28 49 7 30 21� s2 9 N 10 35 36 rw 11 12 4x12 i ,.. Ira sn an si, rsz 3 2x4 I I 1 2 '�� wok r-r/ d 20 15 21 8x8= 19 38 39 18 40 41 42 17 43 44 16 8x12 = 14 13 6x8 7x14 MT18H= 4x4= 4x4= 7x14 MT18H= 5x6 = 8x8 3.00 12 6-10-4 5-6-8 5-3-10 31-7-8 38-10-6 5-0-1 5-111 9-10-0 15-5-0 20-10-0 26-4-12 31-3-15 31-41 1- 1 35-6-8 36Q-6-1 3e-6-13 s-0-1 0-1[6 3-0-0 5-6-12 5-5-0 ] 5-6-12 I 4-11-5 0-1-53 3-11-0 h-0-21 2-030-L6 0-1-13 0-1-13 0-2-14 1-3-12 Plate Offsets(X,Y)-- [4:0-4-4,0-2-8],[11:0-5-13,0-2-0],[13:0-3-8,0-4-4],[14:0-3-0,0-3-0],[15:0-5-0,0-5-8],[16:0-7-0,Edge],[19:0-7-0,0-4-4],[20:0-3-12,0-5-0],[21:0-3-0,0-4-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.41 16-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.88 16-17 >526 180 MT18H 220/195 TCDL 7.0 ert( ) BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(CT) 0.29 13 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:515 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, except 1-4:2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(4-8-7 max.):4-12. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-19:2x6 DF 2400F 2.0E 8-5-15 oc bracing:19-20 WEBS 2x4 DF Std G*Except* 8-0-13 oc bracing:15-16. 9-15,11-15:2x4 DF No.1&Btr G REACTIONS. (lb/size) 13=3669/0-3-14,21=3738/0-5-8 Max Horz 21=172(LC 54) Max Uplift13=-1535(LC 7),21=-1574(LC 10) Max Gray 13=3829(LC 25),21=3946(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-8828/3740,4-22=-7526/3217,22-23=-7526/3217,23-24=-7526/3217, 5-24=-7526/3217,5-25=-9186/3972,25-26=-9186/3972,6-26=-9186/3972, 6-27=-11111/4901,27-28=-11111/4901,28-29=-11111/4901,7-29=-11111/4901, 7-8=-11700/5149,8-30=-11700/5149,30-31=-11700/5149,31-32=-11700/5149, 9-32=-11700/5149,9-33=-10516/4370,33-34=-10516/4370,34-35=10516/4370, 10-35=-10516/4370,10-36=-10516/4370,36-37=-10516/4370,11-37=-10516/4370, 2-21=-311/116 BOT CHORD 20-21=-2285/5139,19-20=4136/9488,19-38=4959/11111,38-39=4959/11111, 18-39=-4959/11111,18-40=-5206/11700,40-41=-5206/11700,41-42=-5206/11700, 17-42=-5206/11700,17-43=-4460/10340,43-44=-4460/10340,16-44=-4460/10341, t CEO PR°Fe s 15-16=-4567/10597,13-14=-941/2208,14-15=-964/2266 ��G NGINFF s/O WEBS 5-20=-1856/960,9-15=-437/711,5-19=-134/423,6-19=-2310/1166,6-18=-123/594, ! 9-16=-1693/851,7-18=-726/325,7-17=-300/347,9-17=-906/1711,11-14=-473/285, ,-,,•• v !7 9 11-13=-4466/1837,11-15=3821/9077,4-20=1407/3327,3-21=-6934/2903, 89200PE r 3-20=-1371/3381,10-15=-529/246 NOTES- ,•ii� 1)2-ply truss to be connected together with 10d(0.120'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. 10 �Q Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. 7 OREGON Webs connected as follows:2x4-1 row at 0-9-0 oc. G/ �,qY O�� 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 Q 1 4, 2 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. M V` 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 RR IL (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 11;Exp B;Fully Exp.;Ct=1.10 EXPIRES: 12-31-2019 5)Unbalanced snow loads have been considered for this design. March 27,2019 Continued on page 2 ...... 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 mW a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fehrlratinn etnrage delivery premien and hraring of In,eea.andlru*..yN*..,q ova aun orvm Q,.vrrh,rw*ay.‘D.9^ao-tl w-='...Meg Campo:w rl P.',01(h,y C5..k, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar �f K5898592 B1703796 A36 Hip Girder 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:16 2019 Page 2 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-OI MlwAc24bBSD5jZfHMUQL87sIRf aLa_1_nZCOzWikD NOTES- 6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Bearing at joint(s)21 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1535 lb uplift at joint 13 and 1574 lb uplift at joint 21. 14)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)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 12-0-12 from the left end to 22-11-4 to connect truss(es)to back face of bottom chord. 17)Use Simpson Strong-Tie MUS26(6-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 24-11-4 from the left end to connect truss(es)to back face of bottom chord. 18)Fill all nail holes where hanger is in contact with lumber. 19)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)67 lb down and 86 lb up at 5-11-12,277 lb down and 143 lb up at 8-0-12, 64 lb down and 236 lb up at 10-0-12,182 lb down and 176 lb up at 12-0-12,196 lb down and 175 lb up at 14-0-12,196 lb down and 175 lb up at 16-0-12,196 lb down and 175 lb up at 18-0-12,196 lb down and 175 lb up at 19-6-0,196 lb down and 175 lb up at 20-11-4,196 lb down and 171 lb up at 22-11-4,63 lb down and 199 lb up at 24-11-4, 150 lb down and 109 lb up at 26-11-4,163 lb down and 105 lb up at 28-11-4,277 lb down and 143 lb up at 30-11-4,208 lb down and 106 lb up at 32-11-4,and 208 lb down and 106 lb up at 34-11-4,and 208 lb down and 106 lb up at 36-11-4 on top chord,and 1095 lb down and 431 lb up at 9-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-64,4-12=-64,20-21=-20,19-20=20,16-19=-20,15-16=-20,13-14=-20,14-15=-20 Concentrated Loads(Ib) Vert:19=-1095(B)5=39 7=-127 17=-38(B)11=-108 22=-0 23=-163 25=-113 26=-127 27=-127 28=-127 29=-127 31=-127 32=39 33=80 34=-93 35=-163 36=-108 37=-108 38=-53(B)39=-38(B)40=-38(B)41=-38(B)42=-38(B)43=-38(B)44=-1095(B) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 Lennar K5898593 - 81703796 A37 Hip Girder 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:20 2019 Page 1 ID:UZVNgKMdxvvzk6GYun72kXzzOze-uImRO_5bfQyfaKsQWCZMW IVB2OTW9eayclnL9zWik9 5-10-15 �1-0-OI 2-7-15 I 5-1-14 5 -f I 9-10-4 I 16-1-0 1 22-2-0 I 28-4-12 33-0-0 I 35-5-3 I 39-0-0 q0-0-0I -0-0 2-7-15 2-5-15 0511301 -0 3-11-5 6-2-12 6-1-0 6-2-12 4-7-4 2-5-3 3-6-13 �I-0-0 0-4-7 Scale=1:74.0 6.00 12 5x10 % 4x4 = 4x6 = 4x8= 4x4= 4x12 = 5x8 4 2 24 5 26 27, 6 2 , 7 29 8 30 31 32 9 33 3435 10 4x12 ww w r3x4 , 9Ig, o C o1_ : 1l13ism II 21 8x8= 19 37 38 16 39 40 41 17 42 43 16 8x8= 14 6x8 7x14 MT18H= 4x4= 4x6 = 6x6 - 6x8 3.00 12 5E-8 5-3-11 5-0-2 5-1 II1 9-10-4 16-1-0 22-2-0 28-4-12 33-3-14 33117xr7 38-8-7 3970x0 5-0-2 0-1[N 4-3-12 6-2-12 6-1-0 1 6-2-12 I 4-11-2 0-3-- 5-1-00-9-�J 0-1-13 0-2-13 Plate Offsets(X,Y)- [2:0-3-6,0-0-9],[11:0-5-12,0-1-12],[14:0-3-0,0-3-12],[15:0-4-0,0-5-0],[16:0-2-12,0-4-4],[20:0-4-0,0-5-0],[21:0-3-0,0-4-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.38 16-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.83 16-17 >562 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.74 Horz(CT) 0.28 14 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-MS Weight:498 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins, except 4-7,7-10:2x6 DF No.2 end verticals,and 2-0-0 oc purlins(4-6-11 max.):4-10. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-19:2x6 DF 2400F 2.0E 8-7-5 oc bracing:19-20 WEBS 2x4 DF Std G 8-9-11 oc bracing:15-16. REACTIONS. (lb/size) 21=3716/0-5-8,14=3451/0-5-8 Max Horz21=95(LC 66) Max Uplift2l=-1552(LC 10),14=-1426(LC 11) Max Grav21=3938(LC 29),14=3686(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-476/207,3-4=-8352/3482,4-22=7488/3152,22-23=-7488/3152,23-24=-7487/3152, 24-25=-7486/3151,5-25=-7485/3151,5-26=-9160/3933,26-27=-9160/3933, 6-27=-9160/3933,6-28=-11179/4942,7-28=-11179/4942,7-29=-11179/4942, 8-29=-11179/4942,8-30=-11578/5072,30-31=-11578/5072,31-32=-11578/5072, 9-32=-11578/5072,9-33=-7140/2957,33-34=-7132/2956,34-35=-7130/2956, 35-36=-7128/2955,10-36=-7119/2955,10-11=-7913/3262,11-12=-635/267, 2-21=-579/218,12-14=-682/258 BOT CHORD 20-21=-2110/5078,19-20=-3999/9453,19-37=-4889/11179,37-38=-4889/11179, 18-38=-4889/11179,18-39=-4978/11578,39-40=-4978/11578,40-41=-4978/11578, 1741=4978/11578,17-42=-3724/9072,42-43=3724/9072,16-43=3724/9072, 15-16=-3804/9274,14-15=-2336/5779 ��ED P R pFFs WEBS 5-20=-1870/983,5-19=-143/434,9-16=1600/771,9-15=-2050/975,6-19=-2396/1229, '` S 6-18=-17/530,8-18=-522/151,8-17=-532/453,9-17=-1453/2901,4-20=-1387/3359, ���� �NG''NEF,9 /02 3-20=-1135/2826,3-21=-6437/2655,10-15=-1351/3313,11-15=-774/1930, 11-14=-6716/2721 :9200PE 9V NOTES- �/ 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: �,!l1 Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Q Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. �'i Webs connected as follows:2x4-1 row at 0-9-0 oc. 9L A_OREGON v 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 / -''41)• 0_0'‘connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. Q 14, 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 MeV` (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 R RIO 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. EXPIRES: 12-31-2019 6)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs March 27,2019 Coribilbar6rilogOilith other live loads. 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fab^catidlC ,41.0”'ryP34w avd 6v^^rued lruccac.Nd!cuss cyWroS`aa 4NSlrrcr4 p..-nty r^wa'Ia,DC&S and 6t$3.9fd(^g Comporwt 296 Kiwi-Girds Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898593 B1703796 A37 Hip Girder 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:20 2019 Page 2 ID:UZVNgKMdxvvzk6GYun72kXzz0ze-ulmRO_5bfQyfaKsQWCZMW IVB2OTW9eayclnL9zWik9 NOTES- 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Bearing at joint(s)21,14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1552 lb uplift at joint 21 and 1426 lb uplift at joint 14. 14)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)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 12-0-12 from the left end to 22-11-4 to connect truss(es)to front face of bottom chord. 17)Use Simpson Strong-Tie MUS26(6-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 24-11-4 from the left end to connect truss(es)to front face of bottom chord. 18)Fill all nail holes where hanger is in contact with lumber. 19)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)99 lb down and 86 lb up at 5-11-9,277 lb down and 143 lb up at 8-0-12,64 lb down and 236 lb up at 10-0-12,182 lb down and 176 lb up at 12-0-12,196 lb down and 175 lb up at 14-0-12,196 lb down and 175 lb up at 16-0-12,196 lb down and 175 lb up at 18-0-12,196 lb down and 156 lb up at 19-6-0,196 lb down and 175 lb up at 20-11-4,196 lb down and 175 lb up at 22-11-4,63 lb down and 236 lb up at 24-11-4,150 lb down and 109 lb up at 26-11-4,163 lb down and 105 lb up at 28-11-4,and 277 lb down and 143 lb up at 30-11-4,and 99 lb down and 86 lb up at 33-0-7 on top chord,and 1095 lb down and 431 lb up at 9-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-64,4-10=-64,10-12=-64,12-13=-64,20-21=-20,19-20=-20,16-19=-20,15-16=-20,14-15=-20 Concentrated Loads(Ib) Vert:7=-127 19=-1095(F)5=39 6=-127 18=-38(F)23=-0 24=-163 26=-113 27=-127 28-127 29=-127 30=-127 31=39 32-80 33=-93 35=-163 36=-0 37-53(F)38=-38(F) 39=-38(F)40=-38(F)41=-38(F)42=-38(F)43=-1095(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 r Job Truss Truss Type Qty Ply Lennar K5898594 - 51703796 A38 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:33 2019 Page 1 ID:UZVNgKMdxvvzk6GYun72kXzzOze-NSdU_NgMxC9Scs5StOTYiDb4cxgCOZLXb5npNVzWj_q 9-10-4 33-5-10 - y1-0-0I 5-1-14 ' 7£-8 7-1115 ] 14-6-12 I 19-1-8 23-8-4 I 28-4-12 ] 31-1-1 311518 135-6-e 317-8-314 7-3 139-0.0 80.0.0 -0-0 5-1-14 24-10 011-71-11-5 4-8-8 4-6-12 4-6-12 4A-8 2A-5 0 - 2-0-2 2-0-14 1-8-14 1-8-10 h-0-01 Scale=1:73.7 2x4 II Special 5x10 i 2x4 H 4x8 = 2x4 II 6.00 12 4 404 = 4x4 = 5x12 2x4 I .6;i,3 _ 5 _425 67 28_ 29_78 _30 _31 9 _ 32 _ 343..1:36 _ 3. 11 2x4 I 3 � 4x12 J 3x4 II 5x12 ." 13 04 1 2 /�� --- LIStis: 14,s - I3It 8x12 = 8x12 = 20 19 18 16 22 3x6 16x12 MT18H= 3x8 = 5x12 MT18H = 9x12 MT18H 3.00 12 6-10-4 5-3-11 33-7-7 5-0-2 5-144 i 9-104 ] 19-1-8 I 28-4-12 ] 314-12 133-5-10 135-6-8 I 38-8-7 399.�00xr0 5.0-2 0-1-3 3-0-0 9-3-4 9-3-4 3-0-0 2-0-14 1-11-1 3-1-15 OS-h 0-1-13 0-1-13 1-6-10 Plate Offsets(X,Y)— [2:0-3-0,0-1-12],[4:0-4-0,0-2-0],[6:0-1-12,0-2-0],[8:0-3-0,0-2-0],[11:0-5-0,0-2-4],[13:0-5-8,0-1-12],[16:0-2-2,Edge],[17:0-6-0,0-3-11],[18:0-5-12,0-2-8], [20:0-5-12,0-2-8],[21:0-6-0,0-3-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.41 19 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.93 18-19 >498 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.38 16 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-S Weight:233 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-8,8-11:2x6 DF No.2 2-0-0 oc purlins(3-2-2 max.):4-11. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 6-20 2-21,13-17:2x4 DF No.1&Btr G REACTIONS. (lb/size) 22=2270/0-5-8,16=2286/0-5-8 Max Horz 22=95(LC 11) Max Uplift 22=-598(LC 12),16=-616(LC 13) Max Gray 22=2654(LC 31),16=2655(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5217/1228,3-4=-5173/1339,4-5=-3999/1113,5-6=-3995/1111,6-7=-5321/1463, 7-9=-5321/1463,9-10=-4190/1203,10-11=-4194/1204,11-12=-5221/1383, 12-13=-5285/1301,14-16=-259/137 BOT CHORD 20-21=-847/3731,19-20=-1181/4908,18-19=-1192/5012,17-18=-878/3922, 16-17=-538/2191 WEBS 4-20=-289/983,5-20=-540/184,10-18=-606/230,11-18=-259/906,3-21=-470/252, 2-21=-999/4559,4-21=-449/1777,6-20=-1408/427,6-19=-130/639,9-18=-1214/369, 9-19=-59/508,11-17=-405/1777,12-17=-318/192,13-17=-522/2528,13-16=-3513/887, 7-19=-546/273,2-22=-2601/708 �9 0 PROpe NOTES- `0•S lN�INFF S/O 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=255;Cat.II;Exp B;Enclosed; v '7 Ifj MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 12-10-4,Interior(1)12-10-4 to 26-2-0,Exterior(2)26-2-0 to 40-0-0 �/ I zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ' 89200PE• 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. O '" 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 40-400 non-concurrent with other live loads. 9 OREGON Jo 5)Provide adequate drainage to prevent water ponding. G �� 6)All plates are MT20 plates unless otherwise indicated. ,,O '9y 14 f 2° 8" 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A � iii F? �C" 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 ` Rfl.\=will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12-31-2019 10) Bearing at joint(s)22,16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. March 27,2019 Continued on owe 2 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev..10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fahriratinr,stnraga_dwllvwryyrerfinn*4hr,ri.,0.,f tn,«wa,n49ruw ryHa^•c naa 410eyrpK4•.^.yClti,rq DSD 5nard mC$0i."." Gal- g+aAt EN Wog-an ds Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898594 B1703796 A38 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:33 2019 Page 2 ID:UZVNgKMdxvvzk6GYun72kXzzOze-NSdU_NgMxC9Scs5StOTYiDb4cxgCOZLXb5npNVzWj_q NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)22=598,16=616. 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 ioad(s)220 lb down and 189 lb up at 7-11-9,108 lb down and 98 lb up at 10-0-12,178 lb down and 138 lb up at 12-0-12,161 lb down and 142 lb up at 14-0-12,149 lb down and 142 lb up at 16-0-12,149 lb down and 142 lb up at 18-0-12,149 lb down and 142 lb up at 19-6-0,149 lb down and 142 lb up at 20-11-4,149 lb down and 142 lb up at 22-11-4,161 lb down and 142 lb up at 24-11-4,150 lb down and 162 lb up at 26-11-4,and 133 lb down and 85 lb up at 28-11-4,and 220 lb down and 189 lb up at 31-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-11=-64,11-14=-64,14-15=-64,21-22=-20,20-21=-20,18-20=-20,17-18=-20,16-17=-20 Concentrated Loads(Ib) Vert:8=-80 5=-43 23=-121 25=-109 27=-92 28=-80 29=-80 30=-80 31=-80 32=-92 34=-80 36=-98(F)37=-121 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 Lennar K5898595 - B1703796 A39 Hip 1 1 Job Reference(optional) - ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:36 2019 Page 1 ID:UZVNgKMdxvvzk6GYun72kXzzOze-nllccOsFE7X1TJp1YWOFKsDt)j9t9DtQzH30T_gztj_n 39-0.0 1-0.01 2-6-13 ] 51-14 ] 9£-8 I 16-4-4 22-7-12 28412 9-581 33-510 ] 37-3-6136&7 I40-0-0 -0 2-6-13 2-7-1 4-0-10 6-9-12 6-3-8 5-9-0 -0-12 4-0-2 3-9-12 1-5-1 t.n-OI 0-3-9 Scale=1:72.6 5x12 i Special 4x6 = 2x4 II 5x6 =5x12 6.00 12 5 4 25 m 26 ,7 62,1 29m 30 ,31 m a3 33�34 w8 35 g 36 2x4 II • A ,�� 2x4 II 4 10 5x12 i 5x16 2x4 II 3 22 23 3x:1112113 x4 I ori �i `„ v; 1i��== ���`C` 1213 c o Jt '\ �. I I ' �20 • e a ti, i�15 �� . eS 8x12 = 19 39 40� 7x14 MT18H = 18 3x8 II 3x8 II 17 16 14 21 7x14 MT18H "----- 5x12 MT18H = 8x12 = 8x8 = 5x12 MT18H = 5x12 MT18H = 3.00 12 5-3-11 337-7 I 5-0-2 5-1014 9-10-4 1 16-64--04I 22-7-12 I 28-412 1 31-0 12 1 33-10 1135 68 I 38 8 7 39 Q0 5-0-2 0-19/3 4E-9 663-8 5- kJ 0-1-13 9-0 3-0-0 2-0-14 1-11-2 3-1-15 0 0-1-13 Plate Offsets(X,Y)-- [3:0-5-0,0-2-8],[5:0-3-4,0-1-12],[6:0-2-4,0-2-0],[9:0-4-8,0-2-4],[12:0-2-4,0-1-8],[14:Edge,0-1-9],[17:0-2-4,0-2-4],[18:0-0-0,0-2-4],[19:0-5-4,0-2-8], [20:0-6-0,0-3-11],[21:0-1-0,Edge] LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.42 16-17 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.77 Vert(CT) -0.77 18-19 >602 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.42 14 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight:256 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 5-9:2x6 DF No.2 2-0-0 oc purlins(2-7-9 max.):5-9. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 6-19 17-18:2x12 DF SS,9-15,11-15:2x4 DF No.1&Btr G REACTIONS. (lb/size) 14=2629/0-5-8,21=2622/0-5-8 Max Horz 21=110(LC 51) Max Uplift 14=-501(LC 13),21=-508(LC 12) Max Gray 14=3115(LC 31),21=3095(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-6097/1023,4-5=-6113/1122,5-6=-3963/795,6-7=-5518/996,7-8=-5518/996, 8-9=-4259/838,9-10=-6349/1158,10-11=-6373/1051,12-14=-332/143 BOT CHORD 20-21=-666/3640,19-20=-603/4041,18-19=-739/5518,17-18=-739/5518, 16-17=-558/4297,15-16=-544/4203,14-15=-428/2591 WEBS 6-19=-2229/334,8-16=-1812/356,5-20=-427/2191,8-17=-281/1892,6-18=0/367, 7-17=-1099/362,5-19=-60/710,4-20=-368/203,9-16=-181/1056,9-15=-410/2342, 10-15=-409/225,11-15=-406/3117,11-14=-4093/710,2-21=-305/190,3-20=-255/2011, 3-21=-5046/815 ���tD PROFF�s 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; �Oj 0NG`NEF9 //1 MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 3-10-7,Exterior(2)3-10-7 toN. 2 14-10-13,Interior(1)14-10-13 to 24-1-5,Exterior(2)24-1-5 to 35-1-11,Interior(1)35-1-11 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 �! 9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions Q' 89200PE shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ` �� 3)Unbalanced snow loads have been considered for this design. . 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs0 ft- non-concurrent with other live loads. OREGON L 5)200.01b AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. V. 6)Provide adequate drainage to prevent water ponding. /O 'QY 14, 2S/ #7)All plates are MT20 plates unless otherwise indicated. AI s°°'8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R R ILA- 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. EXPIRES: 12-31-2019 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Bearing at joint(s)14,21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify March 27,2019 Conti8BIRC88 hdaPinq surface. tMIIMMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeklb connectors.This design is based only upon parameters shown,and is for an individual building component,not �m a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication store.e derv=I ,r-e'.1=r. - ina of trusses and trete cycfems can ANCl/TPH O.aliIy r.lrady nsRJ1e nn'aver l.dur..g r.,.nr...n-..e nr1-.I f..' n arm, on aver a.10 from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898595 B1703796 A39 Hip 1 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:37 2019 Page 2 - ID:UZVNgKMdxvvzk6GYun72kXzzOze-FDs_pktt?Rfu5TOE6EYUs3mgTYD0yKf6Wjl1 WGzWj_m NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=501,21=508. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)220 lb down and 189 lb up at 9-11-9,144 lb down and 86 lb up at 12-0-12,212 lb down and 140 lb up at 14-0-12,248 lb down and 157 lb up at 16-0-12,248 lb down and 157 lb up at 18-0-12,248 lb down and 157 lb up at 19-6-0,248 lb down and 157 lb up at 20-11-4,248 lb down and 157 lb up at 22-11-4,212 lb down and 140 lb up at 24-11-4,and 196 lb down and 137 lb up at 26-11-4,and 220 lb down and 189 lb up at 29-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16)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:1-5=-64,5-9=-64,9-12=-64,12-13=-64,20-21=-20,19-20-20,16-19-20,15-16=-20,14-15=-20 Concentrated Loads(Ib) Vert:6=-178 7 24=121 26 =-178 30CLUDED=- =-178 CE 34=-136 40=-100 I t MEM AWARNING-Verify design=-178 parameters and25READ NOTES=-109(F) ON THIS=-143 AND29 INMIT178 EK31REFERENPAGE 43 MII-747335 rev.=-130 10/03/2015=-121 BEFORE39=-100 USE. �1F Design valid for use only with Mi Tek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 Lennar K5898596 - 81703796 A40 Hip 1 1 Job Reference(optional) - ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:40 2019 Page 1 ID:UZVNgKMdxvvzk6GYun72kXzzOze-goY7SmvilMiSyx7pnM5BUiOJgmDr9heZCh h7bzWjjj l5;1;..114 7-2-12 11-10-15- 27 37-7-15 22-2-10 11-0 0[ 2-6-13 2 7-1 0-1'-'13 I 2 7 8 1 -080-4-7 45-5 5-10-6 20-5-22 45-5 230'4 5 I 32-5-60 1 32-5-6 1-0-55 111-x101 9'I-0-09 1-11-1 0-2-7 Scale=1:72.8 8x8 \\ 2x4 II 2x4 II 5x10 7 2x4 II 6 15 26 7 277 28930 m31 32,8 33 w 3'9 6.00 12 4x6 i 24 104� :54X6 5x16 � o5x16i323 � 3x6 ld2x4 12211 1.1 12 ��.`' ' :: :; �a 1219 %�zo��.. ill a 1�1 4174.Slide •* 9x16 MT18H = 19 37 38 1839 3x8 3x8 4017 41 4216 9016 MT18H = 14 21 7x14 MT18H ss 7x14 MT18H = 8x8 = 8x8 = 7x14 MT18H = 5x12 MT18H = 3.0012 7-2-12 33-7-7 5-0-2 5-1 I14 9-10-0 11-6.8 16-4-4 22-7-12 26-0-12 28-0-12 31-OA 335-10 3511-0 38-8-7 39�g0 5-0-2 0-1['12 I 2-7-8 1-8-4 4-9-12 6-3-8 I 3-9-0 2-0-0 I 2-7-8 I 25-6 0-1[E13 2-3-9 2-9-7 0-_ 2-0-14 Plate Offsets(X,Y)-- [4:0-2-4,0-1-12],[6:0-3-4,0-4-0],[9:0-5-0,0-2-0],[10:0-2-4,0-1-12],[14:Edge,0-1-9],[15:0-6-4,0-3-8],[17:0-2-4,0-2-4],[18:0-2-4,0-2-4],[20:0-6-8,0-3-8], [21:0-2-9,Edge] LOADING (psf25 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 0.72 Vert(LL) -0.41 18-19 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.85 Vert(CT) -0.72 18-19 >649 180 MT18H 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(CT) 0.45 14 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Weight:261 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 6-9:2x6 DF No.2 2-0-0 oc purlins(2-6-14 max.):6-9. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 4-19,10-16,3-21 11-15:2x4 DF No.1&Btr G,17-18:2x12 DF SS REACTIONS. (lb/size) 14=2657/0-5-8,21=2657/0-5-8 Max Horz 21=124(LC 11) Max Uplift 14=-499(LC 13),21=-500(LC 12) Max Gray 14=3251(LC 31),21=3252(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-6479/1010,4-5=-4661/792,5-6=-4436/853,6-7=-4946/872,7-8=-4946/872, 8-9=-4949/873,9-10=-4634/799,10-11=-6716/1032,11-12=-259/86,12-14=-403/171 BOT CHORD 20-21=-676/3827,19-20=-932/5953,18-19=-536/4059,17-18=-596/4946, 16-17=-455/4010,15-16=-839/6140,14-15=-413/2674 WEBS 7-18=-1123/394,2-21=-322/196,8-17=-1181/394,6-18=-260/1723,4-19=-2146/431, 4-20=-227/1679,10-15=-181/1815,11-15=-436/3383,10-16=-2411/439,11-14=-4197/678, 6-19=-416/507,3-20=-263/2201,3-21=-5305/800,9-17=-272/1803,9-16=-138/338 NOTES- G`QQ4D PRO4- 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; ' ``` FstP MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 6-0-5,Exterior(2)6-0-5 to 17-0-11, ��Gj !,GANEF /o Interior(1)17-0-11 to 22-2-0,Exterior(2)22-2-0 to 33-5-10,Interior(1)33-5-10 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 zone;cantilever V '7 IL left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber 89200 P E 1......DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. - � . 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. O 5)200.OIb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. �7 OREGON 4./6)Provide adequate drainage to prevent water ponding. L 4, NA 7)All plates are MT20 plates unless otherwise indicated. /Q '9 y 1 4' P 2 S 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. M 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 FR R I IN- will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12-31-2019 11)Bearing at joint(s)14,21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. March 27,2019 Continued on Daae 2 t 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 �p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the ,�..: -r-,,..,,- =r1-c,',._� -•,s.- r�sLa.r o C,. 1 a -•_tee fir. l Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandrla,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898596 B1703796 A40 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:40 2019 Page 2 I D:UZVNgKMdxvvzk6GYun72kXzzOze-goY7SmvIIM 1 Syx7pnM5BU iOJgm Dr9heZCh_h7bzWjJ NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=499,21=500. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)366 lb down and 207 lb up at 11-11-9,214 lb down and 139 lb up at 14-0-12,248 lb down and 157 lb up at 16-0-12,248 lb down and 157 lb up at 18-0-12,248 lb down and 157 lb up at 19-6-0,248 lb down and 157 lb up at 20-11-4,248 lb down and 157 lb up at 22-11-4,and 214 lb down and 139 lb up at 24-11-4,and 366 lb down and 207 lb up at 27-0-7 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:1-6=-64,6-9=-64,9-12=-64,12-13=-64,20-21=-20,19-20=-20,16-19=-20,15-16=-20,14-15=-20 Concentrated Loads(Ib) Vert:7=-178 8=-178 25=-267 26=-147 29=-178 30=-178 31=-178 33=-147 34=-267 39=-100 40=-100 � t AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. but Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 Lennar K5898597 - 81703796 A41 Hip 1 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:44 2019 Page 1 i ID:UZVNgKMdxvvzk6GYun72kXzzOze-YaneH7yGLbXuRYRa0CA7eYY17Nc15W?87JyuGMzWj_f 7-2-12 y1-0-0 25-13 5-1-14 5 11 9-10-41 11 6 9I 13-10-15 16-4-4 22-2-10 22y7-I12 251-1 275-8 33-5-10 3511-0 7-35 39-0.0 80.0. I -0O1 2-0-13 I 2-7-1 0-1!h3 2-7-6 1-8-4 2-4-7 25-5 I 5-10-6 0-5-2 2-5-5 2-0-7 6-0-2 I 25-0 P14-5 1A-11 h-0-0 1-11-1 Scale=1:72.1 Special Special Special Special 8x8 i 1 1 7 2x4 II Special 2x4 II 5x10 6.00 12 2x4 II 6 / 8 Special Special 9 5 26 _ 27 28 29 30 3231 33 736 37 4x6 4x612 438 5x12 c, 5x12 i25 `' 393x4 8 2x4 I I24 13rcdj� 2 �I"a •� ^ —� 1415 1 22� C11 A 5�17�a�` To \ . - iii _ii . _ I IIm 7x14 MT18H = 21 40 41 20 3x8 II 3x8 4319 44 4518 9x16 MT18H = 16 23 5x12 MT18H = 5x12 MT18H = 7x14 MT18H % 5x12 MT18H = 8x8 = 8x8 = 3.00 12 7-2-12 35-11-0 I 5-0-2 5-1 II14 I 9-104 111 6 8 I 16-4-4 I 22-7-12 I 26-4-312 1 28-0 12 I 33510 33 77 I 328--98--77 OS'-13%0 9 0 0 5-0-2 0-l[M2 2-7-8 1-8-4 4-9-12 6-3-8 -9-0 2-0-0 5-0-14 0-1�-h3 2-3-9 2-9-7 0--t3 2-0-14 Plate Offsets(X,Y)- [3:0-5-4,0-2-8],[4:0-2-4,0-2-0],[6:0-4-0,0-3-4],[12:0-2-4,0-1-12],[13:0-5-4,0-2-8],[14:0-3-6,0-0-9],[16:Edge,0-1-9],[17:0-8-0,0-3-11],[18:0-5-8,0-2-8], [19:0-2-4,0-2-4],[20:0-2-4,0-2-4],[21:0-5-12,0-2-8],[22:0-5-12,0-3-8],[23:0-1-0,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 0.63 Vert(LL) -0.42 18-19 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.72 20-21 >649 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 16 n/a n/a • BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-AS Weight:267 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 6-10:2x6 DF No.2 2-0-0 oc purlins(3-5-13 max.):6-10. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 4-21,12-18 13-17:2x4 DF No.1&Btr G,19-20:2x12 DF SS REACTIONS. (lb/size) 16=2217/0-5-8,23=2211/0-5-8 Max Horz 23=-146(LC 8) Max Uplift 16=-327(LC 13),23=-326(LC 12) Max Gray 16=2935(LC 31),23=2923(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-5871/1492,4-5=-4167/1203,5-6=-3910/1156,6-8=-4217/1512,8-9=4217/1512, 9-10=-4220/1515,10-12=-4167/1256,12-13=-6118/1563,14-16=-300/159 BOT CHORD 22-23=-790/3494,21-22=-1222/5393,20-21=-893/3621,19-20=-987/4217, 18-19=-888/3606,17-18=-1272/5563,16-17=-576/2481 WEBS 8-20=-791/325,9-19=-803/315,6-20=-218/1383,4-21=-2021/432,422=-263/1547, 12-17=-295/1675,13-17=-679/3008,12-18=-2213/437,13-16=-3880/1009,6-21=-306/243, 3-22=-444/1966,3-23=-4842/1139,10-19=-217/1403 1)NOTES-nd ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; •C,- PR pFc MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 8-4-12,Exterior(2)8-4-12 to 17-0-11 Ca`` GINE c•-,.96, / Interior(1)17-0-11 to 22-2-0,Exterior(2)22-2-0 to 30-7-4,Interior(1)30-7-4 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 zone;cantilever 4‘'' F9 O Z left andright exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber '� - P _ n9 P DOL=1.60 plategripDOL-1.60 =9200P r 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. illik 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Ar non-concurrent with other live loads. 5)200.OIb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 74- y OREGON 4(/ 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. L/Q .4). 142. �yz- 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 MER RIO- V will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12-31-2019 11)Bearing at joint(s)16,23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. March 27,2019 Continued on oaae 2 it A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the f-b.;...1:,...,d,...ge,.Mi.ery,eeLw ad b.-ang.,i CAD...-.d A.ea,eitr...,...is ANCYTPII Quell*CNMri.,1158-9O nod laGaiiuiL6ns Coaspwtwrt PGO Kkq Oirob Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898597 B1703796 A41 Hip 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:02:44 2019 Page 2 ID:UZVNgKMdxvvzk6GYun72kXzzOze-YaneH7yGLbXuRYRaOCA7eYY17Nc15 W?87JyuGMzWj_f NOTES- 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)16=327,23=326. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)135 lb down and 71 lb up at 13-11-9,99 lb down and 65 lb up at 16-0-12,99 lb down and 65 lb up at 18-0-12,99 lb down and 65 lb up at 19-6-0,99 lb down and 65 lb up at 20-11-4,and 99 lb down and 65 lb up at 22-11-4,and 135 lb down and 71 lb up at 25-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16) 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:1-6=-64,6-7=-64,6-10=-64,10-11=-64,10-14=64,14-15=-64,22-23=-20,21-22=-20,18-21=-20,17-18=-20,16-17=-20 Concentrated Loads(Ib) Vert:8=-64(F)9=-64(F)27=-96(F)30=-64(F)32=-64(F)34=-64(F)36=-96(F)42=100 43=-100 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. but Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 Lennar K5898598 ' B1703796 A42 Hip 1 1 Job Reference(optional) • Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:26:22 2019 Page 1 ID:UZVNgKMdxvvzk6GYun72kXzzOze-Ixel_mTfPeZH?zX?jD3FBKHLn_ZvLgw5BwRx1AzWieV 27-5-8 36-6-8 y1-0-0 2-0-13 5-1-14 5-3[111 94-48-6-6 8-0 90-1X 1 13-10-15 1 16�-0 I 16-10-6 22-7-12 25-1-1 26-4-121 I 31-5-10 1 35-1-10 3�-2-12 I 329-60_0-00- 1 0-0 2E-13I 2-7-1 0-1-q2 4-0E 0-i4 4-0-11 2-55 2-6-2 3-9-6 2-5-5 �I-3-11 4-0-2 3-8-0 -1-2I 0-0 1-0-12 0-3-12 Scale=1:76.2 8x8- 7 11 8x12 4x4= 3x6 1 1 6.00 12 6 8 9 JAI 5 _ a 35 36 3738 39 40 4 3f2 44 q •1 ao 13 4x6 1111 il 11 mi 4x6 47 4 4x12 i 33 � I 14 � 4x6 II /'32 a.� 15 48 2 ` `tri ii •` 1617 IF1 I; 26 7x14 MT18H= 49 50 J 51 52 8x8= 24 23 3x8 II 3x8 I 22 21 19 18 5x12 MT18H= 8x8 = 8x8 = 5x12 MT18H-','T- 3,00 7x14 MT18H= 3.00 12 5x12 MT18H= 9x16 MT18H I I 31-7-7 °Tit 2 Q-020618.182 31-5-10 0-7-1�1 3-7-6 d-9 ll 4-6 2 0'�-0 6-6-0 1 12-6-2 1 23-9-8 1 23 9-02 34-0-2 30[7-4 34-7-82 03-12 295-8 1 0-1-13 0-1-13 0-1-13 Plate Offsets(X,Y)- [2:0-3-0,0-1-13],[3:0-5-0,0-1-12],[4:0-2-4,0-2-0],[6:0-4-0,0-3-4],[10:0-4-0,0-1-8],[14:0-2-8,0-1-12],[18:1-1-12,0-3-4],[18:0-0-0,0-1-13],[22:0-3-9,0-2-4], [23:0-2-4,0-2-4],[24:0-5-12,0-2-8],[25:0-5-8,0-3-8],[26:0-3-8,0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.37 23-24 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.66 23-24 >706 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.36 18 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:310 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 6-12:2x6 DF 2400F 2.0E 2-0-0 oc purlins(4-10-4 max.):6-12. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied. 24-26,21-27:2x4 DF Std G WEBS 1 Row at midpt 4-24,9-21 WEBS 2x4 DF Std G*Except* 16-19:2x4 DF No.1&Btr G,22-23:2x12 DF SS REACTIONS. (lb/size) 18=2213/0-5-8,26=2219/0-5-8 Max Horz 26=178(LC 9) Max Uplift18=-327(LC 13),26=-325(LC 12) Max Gray 18=2914(LC 31),26=2924(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-358/138,3-32=-5863/1470,32-33=-5841/1470,4-33=-5750/1479,4-34=-4171/1169, 5-34=-4007/1177,5-6=-3916/1138,6-35=-4207/1464,8-35=-4207/1464,8-36=-4207/1464, 36-37=-4207/1464,37-38=-4207/1464,38-39=-4207/1464,39-40=-4207/1464, 40-41=-4207/1464,41-42=-4207/1464,42-43=-4207/1464,43-44=-4207/1464, 9-44=-4207/1464,9-45=-3756/1398,10-45=-3756/1398,10-12=-3788/1457, 12-46=-5411/1538,13-46=-5599/1525,13-47=5522/1467,14-47=-5624/1454, 14-48=-3011/820,15-48=-3069/815,15-16=-3151/800,2-26=-440/222,16-18=-2874/790 BOT CHORD 25-26=-818/3497,24-25=-1240/5390,24-49=-891/3621,49-50=-891/3621, E3 PROF 23-50=-891/3621,23-51=-967/4207,51-52=-967/4207,22-52=-967/4207, ,c�? F06, 21-22=-967/4207,20-21=-880/3772,19-20=-836/3729 „Gj` lNGINEF /0 WEBS 8-23=-777/324,9-22=0/377,6-23=-203/1349,4-24=-2015/447,6-24=-304/211, V Ifj 3-25=-434/1955,3-26=-4543/1092,4-25=278/1525,13-20=-380/185,12-20=433/2164, 44/ 9 10-21=-809/469,9-21=-1383/249,12-21=-323/863,14-20=-324/1439,16-19=-671/2934, 89200PE r 14-19=-2196/550 NOTES- - `4 / � 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 4 CC (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 8-4-12,Exterior(2)8-4-12 to 17-0-11,Interior(1) -9 OREGON 1 17-0-11 to 21-9-15,Exterior(2)21-9-15 to 30-7-4,Interior(1)30-7-4 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 zone;cantilever left and right L N exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip 2, '� /� '9 14.60 , O 2)TCDOLL:IASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 MFR R I LA-6P 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs EXPIRES: 12-31-2019 non-concurrent with other live loads. 5)200.0Ib AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. March 27,2019 Continued on page 2 4 t 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 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898598 B1703796 A42 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:26:22 2019 Page 2 ID:UZVNgKMdxvvzk6GYun72kXzz0ze-Ixel_mTfPeZH?zX?jD3FBKHLn_ZvLgwsBwRx1AzWieV NOTES- 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)AU plates are 2x4 MT20 unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Bearing at joint(s)26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)18=327,26=325. 14)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)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. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)141 lb down and 72 lb up at 13-11-9,104 lb down and 66 lb up at 16-0-12, 104 lb down and 66 lb up at 18-0-12,104 lb down and 66 lb up at 19-6-0,104 lb down and 66 lb up at 20-11-4,and 104 lb down and 66 lb up at 22-11-4,and 129 lb down and 68 lb up at 25-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. 18)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:1-2=-64,2-6=-64,6-7=-64,6-12=-64,11-12=-64,12-16=-64,16-17=-64,25-26=-20,24-25=-20,21-24=-20,20-21=-20,19-20=20,18-19=-20 Concentrated Loads(Ib) Vert:8=-69(B)9=-69(B)35=-102(B)38=-69(B)40=-69(B)42=-69(B)45=-90(B)51=-100 52=-100 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. but Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 Lennar K5898599 * B1703796 A43 Hip 1 1 Job Reference(optional) • Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:28:03 2019 Page 1 ID:UZVNgKMdxvvzk6GYun72kXzzOze-rMETBIiOdglydUmP8xNxmdzcWh?FVVfkQ8Pn4pzWicw 11-10-15 27-5-8 36-6-8 - ,1-0-01 2-6-13 1 5-1-14 5-3[111 9-8-09-1 1 16---4 1 18-10-6 I 22-7-12 26-0-12 21-1-I 1 31-5-10 1 35-1-10 36-2-12 I 329-50-0 40 0 1 0-0 26-13 2-7-1 0-1-2 4-06 0--0 4-5-5 26-2 3-9-6 3-9-0 d 8- 4-0-2 3-8-0 -1-2I 2-SA y0-0 2-0-11 0-4-7 0-3-12 Scale=1:74.9 8x8 \\ 3x8 II 4x6 = 12x12 // 6.00 7:- 31 5 X13 mi 7 3 3637w 38 X39 8 �rt1047� : 0 Lb 411 32 43 • ELI/ 4x8 5x12 � �. 12 d 4x6 II �.� �• X13 45 r 1 2 30/�,i � �`� 1415 I�I 24 7x14 MT18H= 22 46 47 2148 3x8 I I 3x8 I I 4920 19 8x12 = 17 16 5x12 MT18H= 8x8 = 8x8 = 5x12 MT18H-,--- 7x14 MT18H= 3.00 12 5x12 MT18H= 9x16 MT18H I I 31-7-7 '}2 5-1-14aQ-4206181421330-61c-i_614X331--5-10 �B 00�-11 3-762 9111 49:68-02 0 3-4 16-4-46-6-0 12-6-2 1 23-8-6 1 23 9-02 - 3d- 1 34-762 30164 t t 2-5-8 0-1-13 0-1-13 0-1-13 Plate Offsets(X,Y)-- [2:0-3-0,0-1-13],[3:0-5-0,0-2-8],[4:0-2-8,0-1-12],[6:0-3-0,0-4-0],[9:0-4-0,0-1-8],[10:0-3-8,0-5-0],[12:0-3-12,0-2-0],[16:1-1-12,0-3-4],[16:0-0-0,0-1-13], [17:0-6-8,0-2-8],[19:0-5-12,0-2-8],[20:0-3-9,0-2-4],[21:0-2-4,0-2-4],[22:0-6-4,Edge],[23:0-5-12,0-3-12],[24:0-3-8,0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.38 19-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.64 19-20 >723 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.39 16 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight:304 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 6-10:2x6 DF 2400F 2.0E 2-0-0 oc purlins(4-2-13 max.):6-10. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied. 22-24,19-25:2x4 DF Std G WEBS 1 Row at midpt 4-22,8-19 WEBS 2x4 DF Std G*Except* 10-18,14-17:2x4 DF No.1&Btr G,20-21:2x12 DF SS REACTIONS. (lb/size) 16=2675/0-5-8,24=2639/0-5-8 Max Horz 24=141(LC 11) Max Upliftl6=-496(LC 13),24=-493(LC 12) Max Gray 16=3269(LC 31),24=3233(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-30=-367/111,3-30=-265/117,3-31=6424/982,4-31=6403/990,4-32=-4626/761, 5-32=-4511/777,5-6=-4406/841,6-33=-4959/860,33-34=-4959/860,7-34=-4959/860, 7-35=-4959/860,35-36=-4959/860,36-37=-4959/860,37-38=-4959/860,38-39=-4959/860, 39-40=-4959/860,40-41=-4959/860,8-41=-4959/860,8-42=-4267/777,9-42=-4267/777, 9-10=-4269/776,10-11=-6311/1066,11-43=-6190/959,12-43=-6317/951, 12-44=-3338/573,13-44=-3394/568,13-45=-3399/549,14-45=-3479/543,2-24=-515/206, 14-16=-3226/574 BOT CHORD 23-24=-660/3805,22-23=-917/5907,22-46=-523/4024,46-47=-523/4024, %c O P R OF/C 21-47=-523/4024,21-48=-591/4959,48-49=-591/4959,20-49=-591/4959, .��(,`` `s-ry 19-20=-591/4959,18-19=-469/4276,17-18=-583/4135 �Cj lNGINEFn /� WEBS 7-21=-1165/408,8-20=0/320,6-21=-269/1795,4-22=-2131/427,6-22=-401/503, '7 2 3-23=265/2171,3-24=-4972/770,4-23=-221/1649,11-18=-423/204,10-18=-405/2377, 89200PE 91! 9-19=-650/147,8-19=-1644/272,10-19=-126/1045,12-18=-172/1689,14-17=-439/3264, 12-17=-2460/367 NOTES- -L •• �� • 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 6-0-5,Exterior(2)6-0-5 to 17-0-11,Interior(1) OREGON to 17-0-11 to 21-9-4,Exterior(2)21-9-4 to 32-9-9,Interior(1)32-9-9 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 zone;cantilever left and right 12- 4, '*•1>'exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip y 1Zf 4 �..yP DOL=1.60 i� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 11r.1iR"' 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 18.0 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)200.OIb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. March 27,2019 Continued on page 2 a a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Mil. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage delivery erection and hrartrig of tn,sees and ill tee systems,COP ANSI/TPIl Onali(y PrI1e 1st.f19R-R9 and Rr•C/Ridfitng rnmpnnanl 260 v'mil Cir^.Y , Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898599 B1703796 A43 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 8220 s Jan 19 2019 MTek Industries,Inc.Wed Mar 27 12:28:03 2019 Page 2 I D:UZVNgKMdxvvzk6GYun72kXzzOze-rMETB IiOdglydUmPBxNxmdzcVVh?FVVfkQ8Pn4pzWicw NOTES- 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Bearing at joint(s)24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)16=496,24=493. 14)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)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. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)288 lb down and 188 lb up at 11-11-9,221 lb down and 139 lb up at 14-0-12,259 lb down and 158 lb up at 16-0-12,259 lb down and 158 lb up at 18-0-12,259 lb down and 158 lb up at 19-6-0,259 lb down and 158 lb up at 20-11-4,259 lb down and 158 lb up at 22-11-4,and 221 lb down and 139 lb up at 24-11-4,and 370 lb down and 205 lb up at 27-3-7 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:1-2=-64,2-6=-64,6-10=-64,10-14=-64,14-15=-64,23-24=-20,22-23-20,19-22=20,18-19=-20,17-18=-20,16-17=-20 Concentrated Loads(Ib) Vert:10=-271 7=-189 8=-189 33=-189 34=-155 37=-189 38=-189 39=-189 42=-155 48=-100 49=-100 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ivor Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 Lennar K5898600 ' 81703796 A44 Hip 1 1 Job Reference(optional) ' Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:31 2019 Page 1 ID:UZVNgKMdxvvzk6GYun72kXzzOze-4PwbJkEV3oL501CXfOGxSIFJdUokb5UCUpwsEOzWik_ 9-10-15 31-5-10 - '11-0-0 5-1-14 72.8-.02 -8-0 9-6-8 16-4-4 22-7-12 29-0-0 29-1.5-1 34-2-12 36-8-8 39-0-0 0 10-0 5-1-14 ] 2-6-2 1 19--6 10 I I 6-5-5 6-3-8 l 6-0� o sh 2-0-2 I 2-9-2 1 2-3-12 I 2-5-8 -0-0 0-4-7 Scale=1:77.4 8x12 4x4= 2x4 II 4x6= 8x12 7 6.00 12 4 8 9 30 5 31 32 6 5 7 37 38 2x4 I I 2x4 11 .i ', 9 9x16 MT18H I I 3 3x8 27 Ihib:"... 5x12 MT18H i 26 40 0 10 1 2it�� .:_. 11uS 12 iC j' ..i : : -.ter - II I; 17 15 k 2x4 8x12 = 21 2041 3x8 I I 3x8 I 14219 18 3x4 =5x10 3x4= 14 13 23 2x4 II 5x12 MT18H= 3x6 II5x12 MT18H= 8x8= 8x8 = 5x12= 3.00 12 31-5-1034-2-12 5-0-2 5-1 n14 7-8-0 9-10-0 16-0-0 22-7-12 20_21-93 26-0-12 28-BA 321-37:1640314-37 36-6-8 39-0-0 5-0-2 0.1!'13 2E-2 1 2-2.4 I 6-6-0 1 6-3-8 0-1-3 3-7- 1 2-3-12 1 - 2-7-0 1 2-3-12 I 2-5A 1 0-1-13 Plate Offsets(X,Y)-- [2:0-2-12,0-2-4],[4:0-5-3,Edge],[10:0-3-0,0-1-8],[11:Edge,0-3-9],[13:0-0-0,0-1-13],[14:0-3-8,0-2-4],[16:0-4-12,0-2-12],[19:0-2-4,0-2-4],[20:0-0-0,0-2-4], [22:0-5-4,0-3-12],[24:0-2-3,0-1-0],[25:0-2-3,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.36 20-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.75 20-21 >615 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.30 13 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-AS Weight:273 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-8:2x6 DF No.2 2-0-0 oc purlins(3-3-7 max.):4-8. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 5-21 2-22,11-14:2x4 DF No.1&Btr G,19-20:2x12 DF SS REACTIONS. (lb/size) 23=2277/0-5-8,13=2215/0-5-8 Max Horz 23=110(LC 11) Max Uplift23=-483(LC 12),13=-512(LC 13) Max Grav23=2747(LC 31),13=2698(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=-5421/974,26-27=-5282/976,3-27=-5216/984,3-4=-5409/1111,4-28=-3285/756, 28-29=-3291/756,29-30=-3299/756,30-31=-3300/756,5-31=-3302/756,5-32=-4529/951, 32-33=-4529/951,33-34=-4529/951,6-34=-4529/951,6-35=-4529/951,35-36=-4529/951, 36-37=-4529/951,7-37=-4529/951,7-38=-3940/898,8-38=-3928/899,8-9=-4843/1111, 9-39=-4775/1006,39-40=-4817/993,10-40=-4914/988,10-11=-2922/640, 11-13=-2705/634 BOT CHORD 21-22=-543/3384,20-21=-676/4529,20-41=-676/4529,41-42=-676/4529, 19-42=-676/4529,18-19=-597/3954,17-18=-542/3671,16-17=-372/2880, �p PROFes 15-16=-279/1741,14-15=-475/2531 .�� A WEBS 5-21=-1779/338,10-14=-1650/363,2-22=-770/4742,11-14=-571/2859,4-22=-463/2099, �C•J` ENGINE". -/� 7-18=-1468/271,15-17=-195/815,8-16=-394/1598,8-18=-145/936,10-16=-279/1819, 322=-540/260,5-20=0/354,6-19=-813/299,4-21=-77/582,7-19=183/1239, (I 'y7 9-16=-432/236,2-23=-2688/596 4t. =9200P r NOTES- 11040.111°111 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 4-2-7,Exterior(2)4-2-7 to 15-2-13,Interior(1) 15-2-13 to 23-9-2,Exterior(2)23-9-2 to 34-9-8,Interior(1)34-9-8 to 36-1-3,Exterior(2)36-1-3 to 40-0-0 zone;cantilever left and right 7,.. OREGON �� ' exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip .60 / �� bI DOL= 2)TCLL:IASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 M Y 14, %0\�P 3)Unbalanced snow loads have been considered for this design. ER R I LA- 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. EXPIRES: 12-31-2019 5)200.01b AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 6)Provide adequate drainage to prevent water ponding. March 27,2019 Continued on page 2 4 I ter. 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 MiTekIS connectors.This design is based only upon parameters shown,and is for an individual building component,not 1111. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898600 B1703796 A44 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:31 2019 Page 2 ID:UZVNgKMdxvvzk6GYun72kXzzOze-4PwbJkEV3oL501CXfOGxSIFJdUokb5UCUpwsEOzWik_ NOTES- 7)All plates are MT20 plates unless otherwise indicated. 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,with BCDL=10.Opsf. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Bearing at joint(s)23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 483 lb uplift at joint 23 and 512 lb uplift at joint 13. 13)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)174 lb down and 142 lb up at 9-8-9,148 lb down and 86 lb up at 12-0-12, 169 lb down and 142 lb up at 14-0-12,154 lb down and 142 lb up at 16-0-12,154 lb down and 142 lb up at 18-0-12,154 lb down and 142 lb up at 19-6-0,154 lb down and 142 lb up at 20-11-4,154 lb down and 142 lb up at 22-11-4,169 lb down and 142 lb up at 24-11-4,and 123 lb down and 100 lb up at 26-11-4,and 232 lb down and 190 lb up at 29-3-5 on top chord. The design/selection of such connection device(s)is the responsibility of others. 17)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-8=-64,8-11=-64,11-12=-64,22-23=-20,21-22=-20,18-21=-20,17-18=20,14-15=-20,13-14=-20 Concentrated Loads(Ib) Vert:4=-75 8=-133 5=-86 6=-86 28=-113(B)29=-100 32=-86 33=-86 34=-86 37=-100 38=-56 41=100 42=100 t I A WARNING-Verify 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 �p a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into 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 Lennar K5898601 - B1703796 A45 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:34 2019 Page 1 ID:UZVNgKMdxvvzk6GYun72kXzz0ze-U_ckymGNMjjgFUx6L8pe4xtr ioFoRceAn8WpLzWijx 9-10-4 31-5-10 - -6 -- 22-1-6 I 26443-172 I 293-02 '311:70_4-0 1 1 23-30-6-4 I 336-6-80_0 I 329--506-0 40-B-0O33561 -614 I 2-4-10 70W I 4371 7-11-11 1-11-5 0-5-10 Scale=1:76.1 8x12 O 6.00 12 2x4 II 4x4 = 4x8= 4x4= 4x4= 5x10 4 5 6 27_6 8 9 7_ 30_8 31 32 9 33 34 35 10 36 2x4 II = _ _ _ _ 3a �� V 9x16 MT18H II 4x6 4x12 i 11 0 i" i i 1 2 /-- - 1213 ''' 2x4 II 18 8x12 = :- 2x4 II 19 17 2x4 2x4 15 14 213x4= 5x12 MT18H= 3x6 II 8x12 = 5x12 MT18H= 5x12 = 3.00 12 5-3-11 31-7-7 5-1-14 31-5-10 I 3-56 102 II6-10-0 1 9-10-0 I 18-1-6 I 26-4-12 29-0-12 '31-3-14 III 336-8 I 366-8 I 39-0-0 3-5-6 1-6-9 165 3-0-0 8-3-4 8-3-0 3-0-0 1-11-1 1-11-1 3-0-0 2-5-8 0-1-13 0-1-13 0-1-13 0-1-13 Plate Offsets(X,Y)- [2:0-3-0,0-1-8],[4:0-5-0,0-3-4],[10:0-4-5,0-2-8],[11:0-2-12,0-2-0],[12:Edge,0-3-9],[14:0-0-0,0-1-13],[15:0-3-12,0-2-4],[16:0-6-0,0-4-4],[22:0-2-3,0-1-0], [23:0-2-3,0-1-0],[24:0-2-3,0-1-01,[25:0-2-3,0-1-0] LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.40 17-18 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.78 Vert(CT) -0.86 17-18 >541 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.34 14 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight:237 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 4-7,7-10:2x6 DF No.2 2-0-0 oc purlins(2-4-6 max.):4-10. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 6-19 12-15,2-20:2x4 DF No.1&Btr G REACTIONS. (lb/size) 21=2188/0-5-8,14=2235/0-5-8 Max Horz 21=93(LC 51) Max Uplift2l=-545(LC 12),14=-558(LC 13) Max Grav21=2580(LC 31),14=2626(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5034/1190,3-4=-4985/1301,4-5=-3815/1062,5-26=-3812/1057,26-27=-3812/1057, 6-27=-3812/1057,6-28=-5082/1348,28-29=-5082/1348,7-29=-5082/1348, 7-30=-5082/1348,8-30=-5082/1348,8-31=-4511/1225,31-32=-4511/1225, 9-32=-4511/1225,9-33=-4257/1095,33-34=-4253/1095,34-35=-4251/1095, 35-36=-4248/1096,10-36=-4241/1096,10-11=-4880/1165,11-12=-2796/694, 12-14=-2594/677 BOT CHORD 19-20=-734/3495,18-19=-1099/4844,17-18=-1177/5166,16-17-1001/4649, 15-16=-512/2439 !!QQtp P R OFrr WEBS 5-19=-599/175,6-19=-1585/477,6-18=-13/413,8-17=-996/339,9-17=-297/99, '```` cstr 11-15=-1682/441,12-15=-617/2702,3-20=-457/247,10-16=-329/1675,9-16=-579/252, fCj OGINEtr /� 11-16=-452/2040,2-20=-950/4393,4-20=-432/1770,4-19=-312/1195,2-21=-2525/693 �� V 2 NOTES- :92 OP 9r 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 13-2-13,Interior(1)13-2-13 to 25-11-7,Exterior(2)25-11-7 to 40-0-0 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=1.600 rt- 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 OREGON 40 3)Unbalanced snow loads have been considered for this design. 71- 49).- Jy ‘IX A 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs <O f 4 2� P+ non-concurrent with other live loads. A 5)Provide adequate drainage to prevent water ponding. R I0- 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. EXPIRES: 1 -31-2019 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. March 27,2019 Continued on page 2 it it 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 brarieof trucvec and truss s tmrma see ANSI/TPH Duality Crltada,OSR-99 and Brci Building r'omponont 250 9" C.c.'s Safety Information available from Truss Plate Institute,218 N.Lee Street,Sale 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898601 81703796 A45 Hip 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:34 2019 Page 2 I D:UZVNgKMdxvvzk6GYun72kXzzOze-U_ckymGNMjjgFUx6L8pe4xtr_ioFoRceAn8WPLzWijx NOTES- 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Bearing at joint(s)21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 545 lb uplift at joint 21 and 558 lb uplift at joint 14. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 lb down and 140 lb up at 7-8-9,113 lb down and 98 lb up at 10-0-12, 194 lb down and 138 lb up at 12-0-12,169 lb down and 142 lb up at 14-0-12,154 lb down and 142 lb up at 16-0-12,154 lb down and 142 lb up at 18-0-12,154 lb down and 142 lb up at 19-6-0,154 lb down and 142 lb up at 20-11-4,154 lb down and 142 lb up at 22-11-4,169 lb down and 142 lb up at 24-11-4,110 lb down and 103 lb up at 26-11-4,and 113 lb down and 98 lb up at 28-11-4,and 232 lb down and 189 lb up at 31-0-7 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=-64,4-10=-64,10-12=-64,12-13=-64,20-21=-20,19-20=-20,17-19=-20,16-17=-20,15-16=-20,14-15=-20 Concentrated Loads(Ib) Vert:4=-1 7=-86 5=-48 6=-100 26=-125 28=-86 29=-86 30=-86 31=-86 32=-100 33=-42 35=-48 36=-133 4 __ 4 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 MiTekS connectors.This design is based only upon parameters shown,and is for an individual building component,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.Far 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 Lennar K5898602 - 61703796 A46 Hip Girder 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:38 2019 Page 1 ID:UZVNgKMdxvvzk6GYun72kXzzOze-NIsFo8JuQyD5k5Eta_uaEnleUJ88kENE5P6ky6zWjt 5-10-15 I1-0-0 35-8 5-0-8 { 9-10-4 155-0 20-10-0 26-4-12 31-5-10 133-1-1 36-6-8 39-0-0 -0- - -1-0-9I 3-5-8 1 2-1-0 0�-7 3-11-5 I 5-6-12 5-5-0 5-6-12 I 5-0-14 11-7-7 I 3-5-7 12-5-8 -0-0 Scale=1:73.6 7x14 MT18H= 4x4 = 6.00 12 4x4 = 4x4= 4x8 = 4x8 = 4x4= 5x8 4 2x4 II 6 27 5 8 9 8 30 31 8 32 33 9 34 35 36 4 37 11 38 3 ,� `� ;, 4x6 J i i 142��\�, NI �- 12 4x6 o 1314 } TIMMINNOMMI w a" I1ld 49 •, 8x12 = 39 23 40 22 21 20 19 48 888 -50 51 16 15 25 8x8= 41 42 43 44 45 46 47 8x8= 3x6 I I 7x14 MT18H= 4x4 = 4x4= 7x14 MT18H= 8x12 = 3x6 I I 3.00 12 3S856-8 10.4 &10.4 15-5-0 20-10-0 26-4-12 29-4-12 33-6-8 36-6-8 39-0.0 3-5-8 12-1-0 21 3-0-0 1-3-125-6-12 5-5-0 I 5-6-12 I 3-0-0 I 4-1-12 I 3-0-0 2-5-8 Plate Offsets(X,Y)-- [2:0-2-12,0-2-0],[4:0-10-12,0-2-4],[10:0-1-8,0-2-0],[11:0-2-12,0-2-8],[13:0-2-12,0-1-12],[15:0-4-4,0-1-8],[16:0-3-8,0-4-0],[17:0-2-0,0-5-0],[18:0-4-0,0-5-0], [19:0-7-0,0-4-4],[22:0-7-0,0-4-41,[23:0-4-0,0-4-12],[24:0-6-0,0-4-4],[25:0-3-5,0-1-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) 0.40 20-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.84 Vert(CT) -0.78 20-21 >592 180 MT18H 220/195 TCDL 7.0 Rep Stress Ina' NO WB 0.98 Horz(CT) 0.25 15 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-RH Weight:513 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, except 7-11,4-7:2x6 DF No.2 end verticals,and 2-0-0 oc purlins(5-0-2 max.):4-11. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. WEBS 2x4 DF Std G*Except* 2-24:2x4 DF No.1&Btr G REACTIONS. (lb/size) 25=3801/0-5-8,15=3814/0-5-8 Max Horz 25=-92(LC 8) Max Uplift25=-1654(LC 10),15=-1879(LC 11) Max Gray 25=4093(LC 30),15=4105(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-7255/3059,3-4=-7217/3131,4-26=-7543/3386,26-27=-7555/3392,5-27=-7558/3391, 5-28=-8071/3761,28-29=-8071/3761,6-29=-8071/3761,6-30=-9911/4806, 30-31=-9911/4806,7-31=-9911/4806,7-8=-9911/4806,8-32=-10302/5116, 32-33=-10302/5116,9-33=-10302/5116,9-34=-9926/4924,34-35=-9926/4924, 35-36=-9926/4924,36-37=-9926/4924,10-37=-9926/4924,10-38=-6632/3331, 11-38=-6632/3331,11-12=-7590/3735,12-13=-4612/2189,2-25=-4060/1683, 13-15=-4082/1893 BOT CHORD 24-39=-2771/6440,23-39=-2771/6440,23-40=-3768/8307,22-40=-3764/8286, 22-41=-4709/9911,41-42=-4709/9911,21-42=-4709/9911,21-43=5018/10302, 43-44=-5018/10302,44-45=-5018/10302,20-45=-5018/10302,20-46=-4524/9247, oktD PROpk. 46-47=-4524/9247,19-47=-4524/9247,19-48=-4620/9427,48-49=-4615/9440, Ci` !__``GINE 0/ 18-49=-4620/9462,18-50=-4124/8454,50-51=-4124/8452,17-51=-4121/8446, �'` V` F9 Ov9 16-17=-1887/4002 [� WEBS 4-24=-390/496,4-23=1462/3124,2-24=-2684/6420,3-24=3071194,9-18=-474/1026, 89200PE 6-22=-2211/1264,5-23=-767/546,5-22=-635/299,6-21=-192/593,9-19=-2116/1132, 8-21=-498/397,12-16=-2706/1329,8-20=-490/316,13-16=-2088/4439,9-20=-591/1291, /�' 11-17=-1263/2705,12-17=-1699/3320,10-18=1167/2487,10-17=-2998/1502 NOTES- Q �Cr 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: 7G A_OREGON Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. '9 0� Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Y 14, 2 �Q'�" Webs connected as follows:2x4-1 row at 0-9-0 oc. /LI"R R I Lk- 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 EXPIRES: 12-31-2019 (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 March 27,2019 dnTpb6tf de1Q;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 / I A WARNING-Verify design parameter's and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ��- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabdeaiterr cU-g-,4e8--y,wacbav set bracirvioNwcca°ant•-•--cyWroS coo Aumrr1:44 q..nayr 1.4.044 ncaae nn.1 wr•m a..rwn g relnip.,..a.,. 260.10..s ,a- Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898602 B1703796 A46 Hip Girder 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:38 2019 Page 2 ID:UZVNgKMdxwzk6GYun72kXzzOze-NIsFo8JuQyD5k5Eta_uaEn l eUJ88kENE5P6ky6zWijt NOTES- 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Bearing at joint(s)25 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1654 lb uplift at joint 25 and 1879 lb uplift at joint 15. 14)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 6-0-0 oc max.starting at 12-0-12 from the left end to 30-11-4 to connect truss(es)to back face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber. 18)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)611 lb down and 297 lb up at 5-8-9,203 lb down and 147 lb up at 8-0-12, 205 lb down and 175 lb up at 10-0-12,184 lb down and 181 lb up at 12-0-12,189 lb down and 170 lb up at 14-0-12,189 lb down and 170 lb up at 16-0-12,189 lb down and 170 lb up at 18-0-12,189 lb down and 170 lb up at 19-6-0,189 lb down and 170 lb up at 20-11-4,189 lb down and 170 lb up at 22-11-4,189 lb down and 170 lb up at 24-11-4,200 lb down and 211 lb up at 26-11-4,182 lb down and 144 lb up at 28-11-4,and 191 lb down and 130 lb up at 30-11-4,and 261 lb down and 325 lb up at 33-0-7 on top chord,and 481 lb down and 210 lb up at 5-10-15,66 lb down and 41 lb up at 8-0-12,67 lb down at 9-10-4,58 lb down at 26-11-4,and 71 lb down and 54 lb up at 28-11-4 ,and 859 lb down and 463 lb up at 33-1-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-64,4-11=-64,11-13=-64,13-14=-64,24-25=-20,23-24=-20,22-23-20,19-22=-20,18-19=-20,17-18=20,16-17=-20,15-16=-20 Concentrated Loads(Ib) Vert:7=-120 4=-512 22=-47(B)5=-136 8=120 20=-38(B)26=-138 28=-115 29=120 30=-120 31=-120 32=-120 33=-120 34=131 35=-113 37=-126 38=-162 39=-481 40=-66(B)41=-45(B)42=-38(B)43=38(B)44=-38(B)45=-38(B)46=-38(B)47=-38(B)48=-29(B)49=-71(B)50=-78(B)51=-859 Imvm A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ito Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 Fvlieek" is always required for stability and to prevent collapse with 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 Rug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lesser K5898603 ' B1703796 A47 Roof Special Girder 4 1 Job Reference(optional) • Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:40 2019 Page 1 p I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-J8z?CpL8yZUpzPOGhPw2JC7?L6?yCJ U WYjbg1?zWijr I -1-0-0 1 2-2-7 I-6-111 5-11-9 I 10-0-0 1-0-0 2-2-7 0-4-5 3-4-14 4-0-7 Scale=1:18.8 4x4 i X >< >_ II 6.00 12s < dli 12 13 r ® 14 e 6 3x4 i 2 1 0 1 e 0 6 N 10 15 16 9 17 8 3x8= 2x4 I 4x6 = 11 7 2x4 II 2-2-7 I 5-11-9 I 10-0-0 2-2-7 3-9-3 4-0-7 Plate Offsets(X,Y)-- [2:0-1-12,0-1-8],[3:0-1-12,0-2-0],[4:0-1-12,0-1-8] 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 0.27 Vert(LL) -0.02 9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.03 9-10 >999 180 TCDL 7.0 RepStress Incr NO WB 0.30 Horz(CT) 0.01 8 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:58 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-6. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=510/Mechanical,11=646/0-5-8 Max Horz 11=97(LC 7) Max Uplift8=-278(LC 7),11=-285(LC 10) Max Grav8=709(LC 25),11=757(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-666/269,3-12=-596/268,12-13=-596/268,4-13=-596/268,2-11=-744/290 BOT CHORD 10-15=-389/880,15-16=-389/880,9-16=-389/880,9-17=-389/880,8-17=-389/880 WEBS 4-10=-320/139,4-8=-991/418,2-10=-246/667 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. Qal� c 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ,`�```p P R pFcss non-concurrenttth ther to prevent �NGiJM /O 5)Provide adequate drainage to prevent water ponding. �Gj V` 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2 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 �/ "9 fit between the bottom chord and any other members. 89200PE r 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. /�' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 278 lb uplift at joint 8 and 285 lb uplift at • joint 11. 11)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. y OREGON R �� 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 7L 2J 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 4-0-12 /Q '9Y 14 Q..- to from the left end to 8-0-12 to connect truss(es)to front face of bottom chord. A.c ' '3 14)Fill all nail holes where hanger is in contact with lumber. '+7`R R i L\• 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)120 lb down and 171 lb up at 2-4-3,164 lb down and 131 lb up at 4-0-12,and 29 lb down and 48 lb up at 6-0-12,and 73 lb down and 116 lb up at 8-0-12 on top EXPIRES: 12-31-2019 chord. The design/selection of such connection device(s)is the responsibility of others. 16)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). March 27,2019 Continued on page 2 4 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the f.:nn.a*k.,,,.t..reee;J.k...r.),,e,...4..t w,4 Lre.ing.,f h.a..a.:,3 La.af.Lme;ae s ANBYTIYI 61.di4 C.:fe.*808-119,...a.,DOG S.M..C.nrrenwM 220 KK.g Oirde Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898603 B1703798 A47 Roof Special Girder 4 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:40 2019 Page 2 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-J8z?CpL8yZUpzPOGhPw2JC7?L6?yCJ U WYjbg1?zWijr LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert:1-2=-64,2-3=-64,3-5=-64,5-6=-64,7-11=-20 Concentrated Loads(Ib) Vert:3=-58 9=-8(F)13=-57 14=-14 15=-103 16=-6(F)17=-8(F) t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nie Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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/I-PH 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 Lennar K5898604 - 81703796 A48 Roof Special 4 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:06 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-vo6yvfD3ALJm4x6oJgZIXBTrCFGcFZONBkH325zWj_J 3-10-15 -1-0-0 3-6-10 3 -]] 10-0-0 I 1-0-0 3-6-10 0-1-13 I 6-1-1 0-2-8 Scale=1:22.7 4x6 \\ 2x4 I I 3x6 = 6.00 12 „ ea =' =' 1i IWIIIIIIIIIIIIIIPPIPIll • 3x4 i 10 ddigigIIIIIIIII 2 " ci A 1 �,iliwpwww,_ 7 8 4x8 = c' 3x4 r rr =, 6 �/ 3.00 12 9 2x4 I I 2x4 II 5-3-10 i 3-6-10 I 51--a-5-27 a1-5-7z s0---�-113 A I 10-0-0 3E-10 4-8-5 0-1-13 Plate Offsets(X,Y)- [2:0-1-12,0-1-8],[3:0-2-12,0-1-12],[5:0-2-12,0-1-8],[7:0-4-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.03 7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.09 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.03 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:53 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(5-6-0 max.):3-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=512/Mechanical,9=556/0-5-8 Max Horz 9=133(LC 9) Max Uplift 6=-201(LC 9),9=-195(LC 12) Max Gray 6=647(LC 27),9=719(LC 28) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-768/302,3-4=-1136/505,4-5=1136/505,5-6=-600/251,2-9=-688/319 BOT CHORD 7-8=-319/682 WEBS 4-7=-648/333,5-7=-493/1195,2-8=178/651,3-7=-274/689 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q�p PROFS non-concurrent with other live loads. `` 5)Provide adequate drainage to prevent water ponding. !_`G'N� s/O 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 17 2 will fit between the bottom chord and any other members. Z./ 89200PE 9r 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. 10)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. -f- 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) in 6=201,9=195. OREGON tom' L 4e 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11A� 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)65 lb down and 163 lb up ateki-/O �y 14 1 `1':‘ r 3-8-7,and 341 lb down and 205 lb up at 6-0-12,and 25 lb down and 98 lb up at 8-0-12 on top chord. The design/selection of MF 4 such connection device(s)is the responsibility of others. F7 R I L LOADCASE(S) Standard EXPIRES: 12-31-2019 March 27,2019 Continued on Daae 2 I i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mg Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 • fabric tip,.,,..•,..,J-f.-y,a da,a s4 bre.;.q.,f 6,.see-and 6.4e eyelern*,.4. 1N^1416 Gu""9'CA*ei' WS S.and.C21.W104;C .,.... 260..1.4g CicGa Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898604 81703796 A48 Roof Special 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:06 2019 Page 2 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-vo6yvfD3ALJm4x6oJgZIXBTrCFGcFZONB kH325zWj_J 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=-64,3-5=-64,7-9=20,6-7=-20 Concentrated Loads(Ib) Vert:3=-3 12=-177 4MEM / 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 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 Lennar K5898605 ' B1703796 A49 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:41 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-nKXNQ9LmjtcgbZzSF6RHsPf2N WJuxeLgnN LOZRzwijq 6-1-14 12-2-4 6-1-14 6-0-6 Scale=1:20.9 2x4 II 4x8= 2x4 II 1 2 >< 9 >< 10 II >< 11 < 1 13 • — ° e o v N N Is ° e e 8 4x6= 14 15 6 16 17 7 2x4 I I 5 4x4= I 6-1-14I 12-1-14 12-?-4 6-1-14 6-0-0 0- 6 Plate Offsets(X,Y)-- [3:0-4-0,0-1-12j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) 0.05 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(CT) -0.08 6 >999 180 TCDL 7.0 Rep Stress Ina NO WB 0.77 Horz(CT) -0.02 7 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:65 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(10-0-0 max.):1-4, except end verticals. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 7=604/Mechanical,5=1017/0-7-0 Max Horz 5=-82(LC 4) Max Uplift7=-405(LC 4),5=-237(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-583/18 BOT CHORD 7-14=-707/1123,14-15=-707/1123,6-15=-707/1123,6-16=-707/1123,16-17=-707/1123, 5-17=-707/1123 WEBS 3-7=-1183/726,3-6=-18/296,3-5=-1183/728 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G 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 �C tO PROFFss fit between the bottom chord and any other members. [. 6)A plate rating reduction of 20%has been applied for the green lumber members. `Gs NG,INEtr /OA 7)Refer to girder(s)for truss to truss connections. 4.. 9 I� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 405 lb uplift at joint 7 and 237 lb uplift at "V joint 5. 6,......,89200PE 9r 9)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 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 1-11-4 w ♦►�+ from the left end to 9-11-4 to connect truss(es)to back face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. -9 OREGON �(/ 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)49 lb down and 98 lb up at 1-11-4, L �� 47 lb down and 91 lb up at 3-11-4,45 lb down and 84 lb up at 5-11-4,and 29 lb down and 29 lb up at 7-11-4,and 77 lb down and 92 'Q �� 14� 2� lb up at 9-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. �y` 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). IRR I _\ V LOADCASE(S) Standard EXPIRES: 12-31-2019 Continued on page 2 March 27,2019 t t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mil. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 fAbdratinn nnragn delivnryprnrtinn and hraring of fn,eeoe and mite tydams coo ANairp»q.,antyrrna.iq rep•ga..dprSrpuildirg r•p-ip ppppt pro kkny OiM5 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898605 B1703796 A49 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:41 2019 Page 2 - ID:ddyJ IzQd19_F46arEDmnsXyJ W 7Z-nKXNQ9LmjtcgbZzSF6RHsPf2N WJuxeLgnNLOZRzWiijq LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-2=64,2-4=-64,5-8=-20 Concentrated Loads(Ib) Veil:6=-8(B)3=-14 9=-14 10=-14 12=-57 13=-470 14=-8(B)15=-8(B)16=-8(B)17=-6(B) ®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 Lennar K5898606 B1703796 A50 Roof Special 1 1 Job Reference(optional) - ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:09 2019 Page 1 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-JNo5XhGySGhLxOrN_y6?9p5MmSDzSt2gtiVjfPzWj_G 1-4-12 I 6-5-10 I 10-0-01 -3- 14-0-0 I 15-0-0 1-4-12 5-0-14 3-6-6 0-3-� 3-8-7 1-0-0 Scale=1:26.1 2x4 15x8 = yea 5 1 12 ISI 3 4x8 = iii Il I e 6.00 112 3x4 L00000000000*—• 6 c5 11 7 5x10 = 7- ; -aJ} 10 /\8 12 x 3.00 12 5x6 = 9 2x4 II 14 13 5x8 2x4 I 1-4-12 6-5-10I 11-6-8 I 13-7-4 1,4-0-0 1-4-12 5-0-14 5-0-14 2-0-12 0-4-1 Plate Offsets(X,Y)-- [2:0-2-0,0-1-8],[3:0-3-9,0-2-0],[5:0-3-8,0-1-4],[6:0-1-12,0-1-8],[8:0-2-8,0-1-0],[12:0-2-0,0-2-4],[13:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.10 11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.18 10-11 >876 180 TCDL 7.0 Rep Stress Incr YES WB 0.76 Horz(CT) -0.07 13 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:74 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(4-4-2 max.):1-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=618/Mechanical,9=717/0-7-12 Max Horz 9=-128(LC 8) Max Uplift 13=-304(LC 8),9=-442(LC 13) Max Gray 13=887(LC 27),9=877(LC 28) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-870/315,2-3=-420/207,3-4=-2033/925,4-5=-2056/937,5-6=-494/336, 6-8=-637/405 BOT CHORD 11-12=-168/384,10-11=-540/658 WEBS 2-12=-411/1096,3-12=-1043/456,3-11=-848/1731,4-11=-735/320,5-11=-500/1538, 5-10=-499/415,6-10=-272/462 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-2-2,Exterior(2)7-2-2 to 15-0-0 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 !!�Ep P R pFF 3)Unbalanced snow loads have been considered for this design. '�` w`�`N��n s�O 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �Co .7 non-concurrent with other live loads. ,? ?i 5)Provide adequate drainage to prevent water ponding. 89200PE 7, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Kw 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. AO /.! 8)A plate rating reduction of 20%has been applied for the green lumber members. 4� • _ . 9)Refer to girder(s)for truss to truss connections. 10 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) -9 OREGON A �� 13=304,9=442. L, 21,9 0\ 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. O r 14, 2 A 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)61 lb down and 120 lb up at 1-11-4,61 lb down and 120 lb up at 3-11-4,25 lb down and 96 lb up at 5-11-4,and 341 lb down and 203 lb up at 7-11-4,and 393 MFRR ILS- lb up at 10-2-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOADCASE(S) Standard EXPIRES: 12-31-2019 March 27,2019 Continued on oaae 2 tee. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tin Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 feLri n,—\.gave,d_I;Asy,ereet:en end b,..164 J Aae..ee end hues..,a4...4-n. AY°'11211 q•.^''y^Frena,DSD rani B,Sr9W7ding Compo"wt , 9e0 VJrtg-C.cla , Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898606 B1703796 A50 Roof Special 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:09 2019 Page 2 _ I D:ddyJlzQd19_F46arEDmnsXyJ W7Z-JNo5XhGySGhLxOrN_y6?9p5MmSDzSt2gtiVjfPzWj_G LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=64,2-5=-64,5-6=-64,6-7=-64,12-14=-20,11-12=-20,10-11=20,8-10=-20 Concentrated Loads(Ib) Veil:5=83 15=-2 17=-2 20=-177 f 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/1015 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 Miiek' is always required for stability and to prevent collapse with 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 Lennar K5898607 - B1703796 A51 Flat Girder 1 1 Job Reference(optional) ' Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:41 2019 Page 1 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-nKXNQ9LmjtcgbZzSF6RHsPf5IWJ3xIEgnNLOZRzWjq 6-11-15 13-10-6 6-11-15 I 6-10-7 Scale:1/2"=1' 2x4 I I 4x8= 2x4'I I 1 2 r 9 1C ‹ 1I I o o o i1 �� o a o 8 5x6 = 14 15 16 6 17 18 19 7 2x4 I I 5 4x4= I 6-11-15 13-10-6 I 6-11-15 I 6-10-7 Plate Offsets(X,Y)-- [3:0-4-0,0-1-121,[7:0-3-0,0-2-121 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 0.54 Vert(LL) 0.09 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.32 Vert(CT) -0.12 5-6 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.33 Horz(CT) -0.02 7 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:73 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(10-0-0 max.):1-4, except end verticals. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 7-8-7 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 3-7,3-5 REACTIONS. (lb/size) 7=654/Mechanical,5=619/0-3-14 Max Horz 5=-82(LC 4) Max Uplift7=-491(LC 4),5=-408(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 7-14=-1021/1299,14-15=-1021/1299,15-16=-1021/1299,6-16=-1021/1299, 6-17=-1021/1299,17-18=-1021/1299,18-19=-1021/1299,5-19=-1021/1299 WEBS 3-7=-1353/1044,3-6=-32/342,3-5=-1353/1046 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp B;Enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `CEO P R 04- fit between the bottom chord and any other members. .````w`O'N�F�:51 6)A plate rating reduction of 20%has been applied for the green lumber members. �Co ` .7 �J" 7)Refer to girder(s)for truss to truss connections. c? 2 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 491 lb uplift at joint 7 and 408 lb uplift at 1 . 89200PE 9< joint 5. +v••• 9)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,• 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 1-11-4 w /+ . from the left end to 11-11-4 to connect truss(es)to front face of bottom chord. Q 12)Fill all nail holes where hanger is in contact with lumber. OREGON 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)49 lb down and 98 lb up at 1-11-4, Ili_ 4,. O,\R 47 lb down and 91 lb up at 3-11-4,45 lb down and 84 lb up at 5-11-4,and 51 lb down and 90 lb up at 7-11-4,and 51 lb down and 90 Q Y 14, 2 P lb up at 9-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11171°RIO- LOAD CASE(S) Standard EXPIRES: 12-31-2019 March 27,2019 Continued on page 2 t 1 MOMS 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 • R,o..,aaw.,at.age,detl*e,y,el*..Ih,.l and b.a.,loy a haeees...db...b.,sa e,.te.*s,ser ANBYTIYI Q.diy C.4.0.,D^^as_,µeG e.......-, C^-•pe-ani . tie Wide Ckala , Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898607 B1703796 A51 Flat Girder 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:42 2019 Page 2 - I D:ddyJ IzQd19_F46arEDmn5XyJ W7Z-FX5mdVMOUAkXDjYfppyWPdCGVwfIgCUp014x5tzWjp LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-64,5-8=-20 Concentrated Loads(Ib) Vert:9=-14 10=-14 11=14 12=-14 13=-14 14=-8(F)15=8(F)16=-8(F)17=-8(F)18=-8(F)19=-8(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 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 Lennar K5898608 - B1703796 A52 Roof Special 2 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:11 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-GmwryM HC_ux3Ai?m5N9TEEAi6GxDwpS7K0_gj IzWj_E 2-4-12 7-11-10 I 13-10-6 2-4-12 5-6-14 5-10-12 Scale=1:23.2 2x4 II 3x8 = 2x4 II 3x6 = 1 2 r5<1 111:5‹ 12 11Xl 11 16 o ,OEM o MS 7 5x8 = N 1 w ri Y •, 3x6 = 8 3.00 12 109 5x6 = 6 2x4 I 2-4-12j 7-11-10 � 13-10-6 2-4-12 5-6-14 5-10-12 Plate Offsets(X,Y)-- [3:0-1-12,0-1-81,[5:0-2-12,0-1-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.06 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(CT) -0.20 6-7 >802 180 TCDL 7.0 Rep Stress Incr YES WB 0.58 Horz(CT) -0.06 9 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-RH Weight:72 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(5-5-0 max.):1-5, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 9=591/Mechanical,6=565/0-3-14 Max Horz 6=128(LC 9) Max Uplift 9=-221(LC 6),6=-194(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1261/517,4-5=-1261/517,5-6=-508/222 BOT CHORD 8-9=-180/358,7-8=-187/379 WEBS 3-9=-655/278,3-7=-413/939,4-7=-412/252,5-7=-500/1311 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)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-8-9,Exterior(2)10-8-9 to 13-8-9 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)Provide adequate drainage to prevent water ponding. 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 ,��RIJ) PROP will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. C . �NGti'a /O 7)Refer to girder(s)for truss to truss connections. 19 8)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ,k/ 9� capacity of bearing surface. 89200PE 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9=221,6=194. j, : 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4� • _ . 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)34 lb down and 120 lb up at 1-11-4,34 lb down and 120 lb up at 3-11-4,25 lb down and 96 lb up at 5-11-4,26 lb down and 101 lb up at 7-11-4,and 26 lb y OREGON 41/x' down and 101 lb up at 9-11-4,and 26 lb down and 101 lb up at 11-11-4 on top chord. The design/selection of such connection 2- '74)". j' ‘ device(s)is the responsibility of others. �Q 4 y 14 f 2. A LOAD CASE(S) Standard MER R I o- 1 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-5=-64,8-10=-20,7-8=-20,6-7=-20 EXPIRES: 12-31-2019 March 27,2019 Continued on Daae 2 it it 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 fahriratinrt dnrage vier eryprerfinn ann hr.ring nfrn.re**annip..e*yarn,saa aucrirPif 41..*a4 Crib:"OSa 11.stint 2^S1 QuUd'igC=-yaaert 200 4{4 Onele Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898608 B1703796 A52 Roof Special 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:11 2019 Page 2 - I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-GmwryM H C_ux3Ai?m5N9TE EAi6GxDwpS7K0_gjlzWj_E LOAD CASE(S) Standard Concentrated Loads(Ib) • Vert:11=-2 13=-2 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not `p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898609 - B1703796 A53 Roof Special Girder 1 1 Job Reference(optional) * Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:43 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJW7Z-jjf8rrNOEUsOgt7rMXTIxglVkKzTPdAzEhqVeKzWijo 11-9-9 4-1-6 I 7-11-8 I 11-5-5 11)7_t31 14-0-0 I 15-0-0 4-1-6 3-10-2 3-5-13 0 2 2-2-7 1-0-0 0-1-13 Scale=1:25.5 2x4 II 3x6 = 3x8= 4x4= 5 6.00 112 1 2 IX1 141 TIY' 1 y1X1 11 17 o 1 ® r I 1 3x6 6 o r v 7 ‘71,N O 5x6= 18 11 19 10 20 21 9 X 13 12 3x4= 2x4 II 4x8 = 8 3x6 I I I 4-1-8 7-11-8 I 11-9-9 I 14-0-0 4-1-6 3-10-2 3-10-2 2-2-7 Plate Offsets(X,Y)— [3:0-2-4,0-1-81,[4:0-2-0,0-1-8],[12:0-3-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.04 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.32 Vert(CT) -0.08 10-11 >999 180 TCDL 7.0 Rep Stress[nor NO WB 0.50 Horz(CT) -0.02 12 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:80 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals,and 2-0-0 oc purlins(5-6-5 max.):1-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. REACTIONS. (lb/size) 12=689/Mechanical,8=848/0-5-8 Max Horz 8=-97(LC 6) Max Upliftl2=-469(LC 6),8=-417(LC 11) Max Gray 12=985(LC 25),8=942(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-15=-1412/715,4-15=-1412/715,4-16=-897/409,16-17=-897/409,5-17=-897/409, 5-6=-1002/429,6-8=-931/422 BOT CHORD 12-18=-729/1412,11-18=-729/1412,11-19=-802/1703,10-19=-802/1703, 10-20=-802/1703,20-21=-802/1703,9-21=-802/1703 WEBS 6-9=-413/1012,3-12=-1583/797,4-11=-326/82,4-9=-904/426 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone;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 \kEp PR04- 3)Unbalanced snow loads have been considered for this design. ,c�(, s 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �Gj` .(GINFZ`. 4S> non-concurrent with other live loads. c;•,, ? V ?j 5)Provide adequate drainage to prevent water ponding. 44/ 9 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c 89200PE f 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. 9)Refer to girder(s)for truss to truss connections. 10 fr 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 469 lb uplift at joint 12 and 417 lb uplift at - tG b OREGON A/ joint 8. \ 11)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /Q '9Y 14, 2� A 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. M Qj` 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 1-11-4 `R R I L\- from the left end to 9-11-4 to connect truss(es)to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. EXPIRES: 12-31-2019 March 27,2019 Continued on page 2 it t mi 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 'm a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • (ebrr.,.2.,n,W oe,eh:livery,—val."- .d b,.ang J A.,eees 6,.1 A.e..;deme,etre ANaVTP11 atteliq.Gift DCD-Yo Sed SCSI atrildMg Component 260 Kkr,Oirole Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898609 B1703796 A53 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:43 2019 Page 2 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-jjf8rrNOEUsOgt7rMXTIxglVkKzTPdAzEhqVeKzWijo NOTES- 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)73 lb down and 131 lb up at 1-11-4,73 lb down and 124 lb up at 3-11-4,73 lb down and 116 lb up at 5-11-4,29 lb down and 48 lb up at 7-11-4,and 164 lb down and 131 lb up at 9-11-4,and 120 lb down and 171 lb up at 11-7-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16)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:1-2=-64,2-5=-64,5-6=64,6-7=-64,8-13=-20 Concentrated Loads(Ib) Vert:5=-58 3=-14 11=-8(F)10=-8(F)14=-14 15=-14 16=-57 18=8(F)19=8(F)20=-6(F)21=-103 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 Lennar K5898610 - B1703796 A54 Roof Special 1 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:14 2019 Page 1 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-gLb_aOJ4HpJe19j LnViAstoDTT_N792Z0_DUKdzWjj_B 10-5-6 3-4-12 10-1-1 14-0-0 Q--fI 115--00.-00 3-4-12 6-8-5 3-6-10 0-1-13 Scale=1:26.0 4x6 = 2x4 II 5 5x8 = . m= 4iihiiihii 1 2 / ' 3 ►�5 IM 16 „7 18 4 OM 6.00 112 •w 3x6 .. 6 d 10 1 44,4004„ 7 5x8 = 9 ;isr 3x6 = — � .- i 11 3.00 12 82x4 I I 13 12 5x8 2x4 I I 8-7-7 I 3-4-12 I 8-3-14 8-y-10 10.5-6 14-0-0 3-4-12 4-11-1 0--3 1-9-15 3-6-10 0-1-13 Plate Offsets(X,Y)— [2:0-2-12,0-1-8],[3:0-3-0,0-1-12],[5:0-2-12,0-1-4],[11:0-2-4,0-2-8],[12:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.08 10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.17 10-11 >986 180 TCDL 7.0 Rep Stress Incr YES WB 0.59 Horz(CT) -0.06 12 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-RH Weight:73 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(4-1-4 max.):1-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing. REACTIONS. (lb/size) 12=672/Mechanical,8=750/0-5-8 Max Horz 8=-133(LC 8) Max Uplift 12=-262(LC 8),8=-264(LC 13) Max Gray 12=942(LC 27),8=897(LC 28) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-905/284,2-3=-907/327,3-4=-2143/751,4-5=-2143/751,5-6=-1251/413, 6-8=-866/366 BOT CHORD 10-11=-303/893,9-10=-471/1182 WEBS 2-11=-375/1200,3-11=-920/367,3-10=-531/1333,4-10=-568/265,5-9=-331/160, 6-9=-322/1123,5-10=-442/1269 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)0-0-0 to 3-2-15,Interior(1)3-2-15 to 7-3-9,Exterior(2)7-3-9 to 15-0-0 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 skip PRO4- 3)Unbalanced snow loads have been considered for this design. !_`G'NE� en 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs y� V``� 9 �" non-concurrent with other live loads. 2 5)Provide adequate drainage to prevent water ponding. 89200PE '9r 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. /ei : 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. 10) Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify -9L OREGON 41/ capacity of bearing surface. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /© :1,Y 14 2= A 12=262,8=264. _ � . 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 'SI?R I LA- 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)61 lb down and 120 lb up at 1-11-4,61 lb down and 120 lb up at 3-11-4,25 lb down and 96 lb up at 5-11-4,and 341 lb down and 203 lb up at 7-11-4,and 65 EXPIRES: 12-31-2019 lb down and 160 lb up at 10-3-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. March 27,2019 r Qdaisagd1$lf[ beatandard I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI57473 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M'Tek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the f.L.k,.el.", ,5- ,d.X..,r,....,K.,,..•1 L,.d.,4..t b.....,e..ad t.ass eyek me.,.s ANC'TPI1 Q-airy Criler`4OSD 99 aad?^Sf°••WYry Ce^y o"e3t 260 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898610 B1703796 A54 Roof Special 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:14 2019 Page 2 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-gLb_aOJ4HpJe19jLnViAstoDTT N792Z0_DUKdzWj_B LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-5=64,5-6=-64,6-7=-64,11-13=-20,10-11=-20,8-10=20 Concentrated Loads(Ib) Vert:5=-3 14=-2 15=-2 18=-177 4 / 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 MlTek' is always required for stability and to prevent collapse with 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,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K589861I - B1703796 A55 Flat Girder 1 1 Job Reference(optional) • Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:44 2019 Page 1 ID:ddyJ lzQd19_F46arEDmn5XyJW7Z-BvDW2 BOe?o_FSOi 1 wE?_U2HfekL?82T6TLZ2AmzWijn 6-1-3 I 13-10-6 I 6-1-3 7-9-3 Scale:12"=1' 2x4 II 4x88= 2x4 II 3x4= 1 2 11 1 <1lgq \I Il IX1 I. 1 X e ° ° /I ° I 1 e o 4x6 = 15 16 8 17 18 6 10 9 2x4 II 7 2x4 II 5x8= I 6-1-3 11-7-4 11-11- 13-10-6 6-1-3 5-6-1 0-3-14 1-11-4 Plate Offsets(X,Y)— [7:0-4-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) 0.05 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.07 8-9 >999 180 TCDL 7.0 Rep Stress Ina- NO WB 0.62 Horz(CT) -0.01 9 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-RH Weight:76 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-5, except end verticals. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 9=559/Mechanical,7=720/0-7-12 Max Horz 7=-82(LC 6) Max Uplift9=-429(LC 4),7=-541(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 9-15=-779/917,15-16=-779/917,8-16=-779/917,8-17=-779/917,17-18=-779/917, 7-18=-779/917 WEBS 4-7=-341/317,3-9=-967/802,3-8=-17/265,3-7=-897/733 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �( �p PROF 6)A plate rating reduction of 20%has been applied for the green lumber members. `� G' 7)Refer to girder(s)for truss to truss connections. Cp G GINEi n / 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 429 lb uplift at joint 9 and 541 lb uplift at �� V� 4/5) GI* joint 7. w 9� 9)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 89200PE 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 1-11-4 from the left end to 9-11-4 to connect truss(es)to back face of bottom chord. 4114111. •Or. 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)49 lb down and 98 lb up at 1-11-4, y OREGON tQ 47 lb down and 91 lb up at 3-11-4,45 lb down and 84 lb up at 5-11-4,51 lb down and 90 lb up at 7-11-4,and 51 lb down and 90 lb up 4- 4 2�\I#A, at 9-11-4,and 51 lb down and 90 lb up at 11-11-4 on top chord. The design/selection of such connection device(s)is the /J r 14 responsibility of others. 1 P 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). MFR R I Lx. LOAD CASE(S) Standard EXPIRES: 12-31-2019 Continued on page 2 March 27,2019 1 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 �Y a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiRek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage.delivery erection and bracing of truesee and Voce wining sac ANC1/TP/1 Ouall(y f HteHt DCR-R9 and RrCI Ruilding rnmpnnanf 5g V..g r"-616 Safety Information available front Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898611 B1703796 A55 Flat Girder 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.200 s Jul 6 2018 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:44 2019 Page 2 • ID:ddyJ IzQd19_F46arEDmnsXyJW7Z-BvDW2B0e?o_FSOi1 wE?_U2HfekL?82T6TLZ2AmzWjn LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert:1-2=-64,2-5=-64,6-10=-20 Concentrated Loads(Ib) Vert:4=-14 3=-14 8=-8(B)11=-14 12=-14 13=-14 14=-14 15=-8(B)16=-8(B)17=-8(B)18=-8(B) t it A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 Lennar K5898612 - B1703796 B01 GABLE .2 1 Job Reference(optional) - ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:17 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-4wH6DQMzakiCudSwSdFtUVQmeg2hKci?iyR8xyzWl_8 -1-0-0 3-5-8 7-6-0 11-6-8 15-0-0 16-0-0 1-0-0 3-5-8 4-0-8 4-0-8 3-5-8 1-0-0 4x4 = Scale=1:34.6 4 6.00 12 29 30 3 . r 6 r 5 1 el ■ 31 28la 3x4 G r 1 IIti 3x4 2 rel r r 0 NI 0 0 0 0 0 0 0 ❖.•..❖....•.o❖.o•.o•.o.....❖..•o.❖.❖.•..v..00•.00•...❖.❖.❖.• .w...•. A:❖:❖:❖::❖:4+:+::❖::❖:❖:+:•:+::•:4❖:❖:❖::❖:•::❖:❖:❖:❖:❖:❖A::❖.2:•. 17 a 3x8 = 3x8 = 16 15 14 13 12 11 10 9 2-6-0 3-5-8 7-6-0 11-6-8 12-6-0 15-0-0 2-6-0 0-11-8 ( 4-0-8 4-0-8 0-11-8 2-6-0 Plate Offsets(X,Y)-- [2:0-1-12,0-1-8],[4:0-2-0,0-0-12],[6:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.00 16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 16 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 9 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:108 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 10-0-0 except(jt=length)9=0-3-8. (Ib)- Max Horz 16=106(LC 11) Max Uplift All uplift 100 lb or less at joint(s)15,9 except 16=-224(LC 12),10=-262(LC 13) Max Gray All reactions 250 lb or less at joint(s)13,14,15,12,11,9 except 16=702(LC 19),10=580(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-232/304,3-4=-135/286,4-5=-110/272,5-6=-208/291 WEBS 4-16=-309/176,3-16=-314/209,2-16=-250/324,4-10=-291/142,5-10=-314/209, 6-10=-238/301 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-6-0,Exterior(2)4-6-0 to 10-6-0, Interior(1)10-6-0 to 13-0-0,Exterior(2)13-0-0 to 16-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ` G PR 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ,c`..1s OF�s 4)Unbalanced snow loads have been considered for this design. �Cj` !taGINE�n s/OAl 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� [� •T f� non-concurrent with other live loads. 17 6)All plates are 2x4 MT20 unless otherwise indicated. 89200PE r 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 41119 will fit between the bottom chord and any other members. illCr 10)A plate rating reduction of 20%has been applied for the green lumber members. OREGON Ix Zti 11) Provide mechanical connection(byothers)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,9 except �i 2! . (jt=lb)16=224,10=262. �O 7Y 14, 2� A� MRRILY-�` EXPIRES: 12-31-2019 March 27,2019 I I IIMINIM 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 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 detnery ararlinn end hraring of to reean and tries eydams ere ANSI/MN O..alify rrItartA.ncm-eo Art',Rrcl R.dLnng Cne ipnnanf gg v,..g Gado Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898613 B1703796 B02 GABLE 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:18 2019 Page 1 - I D:ddyJlzQd19F46arEDmnsXyJ W7Z-Y6rU Q INbL1 g3Wn160Ln61jzxL4N034F8xcBhTOzWj_7 -1-0-0 4-3-5 7-6-4 10-973 15-0-0 16-0-0 11-0-0 I 4-3-5 I 3-2-15 I 3-2-15 I 4-2-13 11-0-0 I - 4x4 = Scale=1:34.5 4 6.00 12 ' le.. a \` 37 , 36 3 35 e r ri L Y 38 r / 1 ao - 39 3x4 i el In 3x4 6 2 0 0 isEll 0 0 -LI Q r E 0 . i i0...i'i.:.i i Job Truss Truss Type Qty Ply Lennar K5898614 - B1703796 B03 GABLE 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:19 2019 Page 1 I D:ddyJlzQd19_F46arEDmnsXyJ W7Z-1 J Ptd5ND6Lyw7wclZ2ILZwV8cUk2oZhIAFwF?gzWj_6 7-6-4 15-0-0 116-0-0 7-6-4 7-5-12 1-0-0 4x4 = Scale=1:33.2 7 6.00 12 6 8 el 29 5 9 30 4 r V 10 28 3 r Y 11 3x4 ' 3x4 2 V 12 ` 13 14 :t0 9\LI Dl 0 0 E- 0 0 0 D/0 0 _ _ III 2 _ 27 26 25 24 23 22 21 20 19 18 17 16 15 3x4 = 3x4 = 15-0-0 15-0-0 Plate Offsets(X,Y)-- [2:0-1-12,0-1-8],[12:0-1-12,0-1-8] 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 0.10 Vert(LL) 0.00 14 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(CT) 0.00 14 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 15 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:93 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 15-0-0. (Ib)- Max Horz 27=-109(LC 8) Max Uplift All uplift 100 lb or less at joint(s)27,15,22,23,24,26,20,19,18,16 except 25=-111(LC 12), 17=-120(LC 13) Max Gray All reactions 250 lb or less at joint(s)27,21,22,23,24,25,26,20,19,18,17,16 except 15=254(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-15=-251/258 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)0-1-13 to 3-1-13,Exterior(2)3-1-13 to 4-6-4,Corner(3)4-6-4 to 10-6-4, Exterior(2)10-6-4 to 12-10-4,Comer(3)12-10-4 to 16-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Ga le End s as icable,or consult qualified building igner as per 3)TCLLL:ASCE 7-110;Pf=25.10 psf(flat roof snow);Category II;Exp sB;Fully Exp.;Ct=1.1011 G,.���NG PR Sol 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ,? V ?j non-concurrent with other live loads. z 9 6)All plates are 2x4 MT20 unless otherwise indicated. 89200PE 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1111 C- 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide OREGON Co will fit between the bottom chord and any other members. li 4, 1� 12)A plate rating reduction of 20%has been applied for the green lumber members. 4Y 'i" 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)27,15,22,23, /O 14' 2�.3r 24,26,20,19,18,16 except(jt=lb)25=111,17=120. /WeRRIL\- EXPIRES: 12-31-2019 March 27,2019 it 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. but Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 tab^cati^'l C^"O'.010.ryPr.lirin-and f.-4/Inoof 10 k^amu*v4'=.p<<yaj.^S v.. enrcrr P11 p,,.ryy rritaria,nsRAw m.,e arcr a„rwr wr..t w.,,.a..e 2L0 tri.,e Ci Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898615 B1703796 C-Al GABLE 3 1 _ Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:20 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-WyFrROrtf4n14BV7mpa682Jiu49XOm RPvgoXHzWj_5 -1-0-0 I 3-6-0 7-0-0 8-0-0 1-0-0 3-6-0 3-6-0 1-0-0 Scale=1:16.8 4x4 = 4 6.00 1z zxa II Ibl 5 2x4 II 3 i El i 110 L _ 6 2 7 11- 1 1 .--r.o.-ao:.. '.o>-.-.-.->ov$$$$$$$$$$.o000.-.-;2;:;0.>.o.$$$$$$$$$$$$$.2-o.00aaa, **:o**o.-.-oat; 10 9 8 3x4 = 2x4 II 2x4 II 2x4 II 3x4 = 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 7 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 6 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:28 lb FT=10% 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 REACTIONS. All bearings 7-0-0. (Ib)- Max Horz 2=-44(LC 17) Max Uplift All uplift 100 lb or less at joint(s)2,6,10,8 Max Gray All reactions 250 lb or less at joint(s)2,6,9,10,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. aV0 PROp- 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .` . �'N��'7 s/O 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 . V` ,7 will fit between the bottom chord and any other members. �? ?i 10)A plate rating reduction of 20%has been applied for the green lumber members. ,� IL 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6,10,8. 89200PE ct- L 4 OREGON,‘b, ki <O -9Y 14, 2° P4 MERRILY-�' EXPIRES: 12-31-2019 March 27,2019 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Nag Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898616 _ B1703796 C-A2 Common 12 1 Job Reference(optional) . ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:21 2019 Page 1 ID:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-zh Wd2nPTeyCeN EmhhTKpeLbUu IPVGSzbdZPM4jzWj_4 -1-0-0I 3-6-0 I 7-0-0 I 8-0-0 1-0-0 3-6-0 3-6-0 1-0-0 Scale=1:16.8 4x4 :--- 3 3 6.0012 I 8 7 4 23.--".--- 5 lir 1 ♦ 6 2x4 II 3x4 = 3x4 = 3-6-0I 7-0-0 3-6-0 3-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.01 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 4 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-P Weight:26 lb FT=10% BCDL 10.0 g LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=353/0-5-8,4=353/0-5-8 Max Horz 2=-44(LC 17) Max Uplift 2=-99(LC 12),4=-99(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-325/111,3-4=-325/111 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. ddoc pR r 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. .s t_ OF`ss ��Ca Nc"INEe /O kr $ 200PE 9 s c3 Z 12- 4 OREGON�� ,oto /O 4y 143`4' Q'," A FR R 10- EXPIRES: 12-31-2019 March 27,2019 t r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the rir,.r�*i=\ ,.-,ge-dea•.ey,eracbap aad kvackg oftruccec ant Vwee ayW-rvP-. aueyTam.Q.vy-rri•-vi.s^CE.9rlrrr h.,.'Ia•g p-•,ent .,e,(my1l,.h. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898617 B1703796 HRA1 Diagonal Hip Girder 3 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:45 2019 Page 1 • ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-g5nuGXOHm5664AH DUyWDOFgpf7hetaEFi?JbiCzWiijm -1-5-0 I 4-9-3 I 8-4-5 8/91 11-4-11 1 14-2-10 I 17-0-9 20-10-2 I - 1-5-0 4-9-3 3-7-2 0-'442 2-7-10 2-9-15 2-9-15 3-9-9 Scale:1/4"=1' 4.24 12 18 1 r d, III I$ 9 17 8 3x6 7 2x4 II 6 r 4 5 01 - ' .: 3x4% _� aS 16 �� 3 3x8 „..iiii1i5iiillikk...., 2 1 ' �1 M, I. 19 13 20 12 11 Id0 07.31 6x6= 4x4= 14 2x4 II 2.12 1I 2 4-9-3 8-4-5 I 20-10-4I 4-9-3 3-7-2 12-5-15 Plate Offsets(X,Y)— 12:0-2-0,0-1-81,(13:0-3-0,0-3-8j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.02 13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.06 12-13 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.27 Horz(CT) -0.01 10 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-P Weight:69 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-2-2 except(jt=length)10=Mechanical,14=0-6-4,5=0-4-7. (Ib)- Max Horz 14=288(LC 7) Max Uplift All uplift 100 lb or less at joint(s)10,7,8 except 14=-153(LC 6),5=-279(LC 10),9=-114(LC 6) Max Gray All reactions 250 lb or less at joint(s)10,7 except 14=538(LC 1),5=693(LC 1),8=256(LC 17),9=370(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=-689/72,3-15=-598/80,4-12=-164/514,2-14=-483/186 BOT CHORD 14-19=-286/0,13-19=-287/13,13-20=-272/595,12-20=-272/595 WEBS 3-13=0/287,3-12=697/317,2-13=26/608 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;ExpB;FullyExp.;Ct=1.10 ) 9 rY Q PR 3)Unbalanced snow loads have been considered for this design. ``�� OF 4)This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 25.0 psf on overhangs �,((, _`G` R , non-concurrent with other live loads. ` .7 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c? 2 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 ��/ 92 �P 17 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)Bearing at joint(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity _� of bearing surface. Q Q• 10)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7,8,9. -9 OREGON t(/ ii)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10,7,8 except Z.- 4 N , (jt=lb)14=153,5=279,9=114. Q r 14, 2OA± 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5,7,8,9. '3 13)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. SFR R I I,,,• 14)Use Simpson Strong-Tie TJC37(4 nail,30-90)or equivalent at 5-7-7 from the left end to connect truss(es)to front face of bottom chord,skewed 45.0 deg.to the left,sloping 0.0 deg.down. EXPIRES: 12-31-2019 15)Use Simpson Strong-Tie TJC37(4 nail 90-150)or equivalent at 8-4-5 from the left end to connect truss(es)to back face of bottom chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down. March 27,2019 Continued on page 2 / IMIIIIM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with 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,VA22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply Lennar K5898617 - B1703796 HRA1 Diagonal Hip Girder 3 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MTek Industries,Inc.Wed Mar 27 12:20:45 2019 Page 2 I D:ddyJlzQd19_F46arEDmnsXyJ W7Z-g5nuGXOHm5664AH DUyWDOFgpf7hetaEFi7JbiCzWijm NOTES- • 16)Fill all nail holes where hanger is in contact with lumber. 17)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)18 lb down and 37 lb up at 2-9-8,68 lb down and 78 lb up at 5-7-7,68 lb down and 78 lb up at 5-7-7,128 lb down and 105 lb up at 8-5-6,40 lb down and 24 lb up at 11-3-5,47 lb down and 25 lb up at 14-1-4,and 136 lb down and 64 lb up at 16-11-3,and 56 lb down and 27 lb up at 19-9-2 on top chord,and 23 lb down and 61 lb up at 2-9-8,and 7 lb down and 17 lb up at 2-9-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 18)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) Veil:1-2=-64,2-4=-64,4-10=-64,13-14=-20,11-13=-20 Concentrated Loads(lb) Vert:12=-79(B)5=-79(B)9=-87(B)16=-37(F=-18,B=18)18=-13(B)19=-19(F=-20,B=1)20=-126(F=-49) t 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 mut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 e,d to 0S..ydenno,ecce AMBYTrit Oman Cons.*DC12Bi9_..dBCCI Building Component 260 Kieg Cirele Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898618 B1703796 HRA1A Diagonal Hip Girder 1 1 _ Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:23 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-v4eNTTQk9ZSMcYv4ouMHkmgh0543kK9u5tuS8czWj_2 -1-5-0 3-4-4 8-4-5 8T9- 11-4-13 17-0-11 20-7-6 1-5-0 3-4-4 ] 5-0-2 0-4-13 2-7-10 5-7-14 3-6-12 - Special Scale=1:49.9 4.24 ,2 18 9r I Id ro Special ' 8 Special 17 - 3x6 i Special 16 Special 7 2x4 I I 6 cn Special Special 4 5 .o - ro n Special Special 15 _�_� 05 3x4 143 3x4 illimim2 , c 1 ,.1. 'Si M 1, Ia f• 20 4x4 = d 13 19 12 Special Special 2x4 II 5x8 = Special TJC37 2.12 12 2-8-13 �-4 8-4-5 I 20-7-7 2-8-13 7 5-0-2 12-3-2 Plate Offsets(X,Y)— [12:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) 0.04 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.04 11-12 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.21 Horz(CT) -0.02 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:68 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-2-2 except(jt=length)9=Mechanical,12=0-7-0,5=0-4-7. (Ib)- Max Horz 12=283(LC 7) Max Uplift All uplift 100 lb or less at joint(s)9 except 12=-401(LC 6),5=-321(LC 7),7=-112(LC 6),8=-123(LC 6) Max Gray All reactions 250 lb or less at joint(s)9 except 12=915(LC 1),5=343(LC 18),7=314(LC 17),8=452(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-247/490 BOT CHORD 11-12=-478/72 WEBS 3-12=-640/229,3-11=-30/480,2-12=-458/298 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. %c0 PROpt, 4)This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 25.0 psf on overhangs �,`�-`G'NE��s�O non-concurrent with other live loads. .T 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L�• 2 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 �, o 7F! will fit between the bottom chord and any other members. 89200PE 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 44////////, ./ 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7,8. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=lb) • SC 12=401,5=321,7=112,8=123. 44 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5,7,8. 1G 2J OREGON 12)Use Simpson Strong-Tie TJC37(4 nail 90-150)or equivalent at 2-9-8 from the left end to connect truss(es)to back face of bottom <Q '9r 14, 9_-0\b'Q. chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down. A. 13)Fill all nail holes where hanger is in contact with lumber. ER R I1.k- 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)120 lb down and 75 lb up at 2-9-8,19 lb down and 40 lb up at 2-9-8,125 lb down at 5-7-7,63 lb down and 81 lb up at 5-7-7,128 lb down and 105 lb up at EXPIRES: 12-31-2019 8-5-6,40 lb down and 24 lb up at 11-3-5,47 lb down and 25 lb up at 14-1-4,and 50 lb down and 25 lb up at 16-11-3,and 58 lb down and 27 lb up at 19-9-2 on top chord,and 20 lb down and 141 lb up at 5-7-7,and 25 lb down and 35 lb up at 5-7-7,and 79 lb March 27,2019 Cont tStl encbdddtpup at 8-4-5 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2019 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 MIp a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 Lennar K5898618 B1703796 HRA1A Diagonal Hip Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:23 2019 Page 2 ID:ddyJIzQd19_F46arEDmnsXyJW7Z-v4eNTTQk9ZSMcYv4ouMHkmgh0543kK9u5tuS8czh)_2 NOTES- 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(pif) Vert:1-2=-64,2-4=-64,4-9=-64,12-13=-20,10-12=-20 Concentrated Loads(Ib) Vert:11=-79(F)5=-79(F)8=-0(F)14=-71(B)15=-58(F=-14,B=-45)18=-19(F)19=-32(B)20=-25(F) t 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 MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,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 fab^Caticm,star^p=, avd bracipg uravd ayata^".gao^ auevre°.Q"ntxy reftesella sea m s,.w arer a.mao^B r.,...pr pe..t 280 Wog Caroli Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898619 B1703796 HRA2 Diagonal Hip Girder 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:24 2019 Page 1 ., ID:ddyJlzQd19_F46arEDmnsXyJW7Z-NGCIhpRMwtaDEIUGMctWG_CsnVRkTom1 KXe0h2zWj_1 3-9-8 15-8-13 I 8-4-5 8 9-I 11-4-11 I 17-0-9 I 20-9-7 3-9-8 1-11-5 2-7-8 012 2-7-10 5-7-14 3-8-14 Scale=1:46.6 4.24 F12— 14,' ILO d 9 3x6 15 8 10 7 6 V 2 :1 Aa A' b 2x4 II 5 �� 2x4 II 4 14 3x4 % 3 2 1 i Al C — 11 NMI 13 12 11 2x4 I I 4x4 = 6 20-9-7 0-0-6 3-8-6 0-I 12 4-2-15 0- i4 12-5-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.01 12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) -0.01 12 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.19 Horz(CT) -0.01 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:46 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-2-2 except(jt=length)10=Mechanical,13=0-7-0,6=0-4-7. (Ib)- Max Horz 13=252(LC 12) Max Uplift All uplift 100 lb or less at joint(s)10,6 except 4=-168(LC 12),5=102(LC 8),8=-112(LC 8), 9=-126(LC 8) Max Gray All reactions 250 lb or less at joint(s)10,13,4,5,6 except 8=302(LC 19),9=448(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-497/171,3-4=-546/210,4-5=-409/150,5-6=-347/130,6-8=-276/104 BOT CHORD 12-13=-562/199 WEBS 2-12=-210/593 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 Comer(3)0-1-13 to 4-4-11,Exterior(2)4-4-11 to 20-8-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n�p PR AFF 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 •`�(,```�PR s�O will fit between the bottom chord and any other members. �Co 4x- , `. ••7 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. 17 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5,8,9. 89200PE 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10,6 except (jt=lb)4=168,5=102,8=112,9=126. / . 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,5,6,8,9. - `.... 1Cr G 4, \bOREGON ,OREGON to <O -9).- so P1}- ' RRfL\-.3 EXPIRES: 12-31-2019 March 27,2019 4I _ AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Ivor Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T191 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 Lennar K5898620 _ B1703796 HRA2A Diagonal Hip Girder 1 1 Job Reference(optional) . ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:25 2019 Page 1 ID:ddyJ IzQd 19_F46arEDmn5XyJ W7Z-rSm8u9S_hBi4sr3SwJPlpBI?evm MCH3AYBNZDUzWj_0 I 3-5-0 3-�]9 5-6-10 I 8-6-12 ) 11-2-7 I 16-10-5 -20-7-4 3-5-0 0-228 1-11-1 3-0-3 2-7-10 5-7-14 3-8-15 Scale=1:47.2 4.24 12 7 r Ia� Special 6 Special 3x6 1112 5 sok 4v Special "' of Special 3 Am 5x6 I I 2 10 3x1 Is 1 I.1 9 ifi p.m., 13 8 2x4 I I 4x6 = TJC37 I 3-2-11 3-,5]0 20-7-4 I 3-2-11 0-2161 17-2-4 Plate Offsets(X,Y)-- [2:0-3-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.06 9 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.17 9 n/r 120 TCDL 7.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.27 7 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-MP Weight:45 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-8:2x4 DF No.1&Btr G REACTIONS. All bearings 0-2-2 except(jt=length)7=Mechanical,8=0-7-12,4=0-4-7. (Ib)- Max Horz 8=256(LC 25) Max Uplift All uplift 100 lb or less at joint(s)7,8 except 5=-210(LC 6),3=-301(LC 7),4=-198(LC 6), 6=-138(LC 6) Max Gray All reactions 250 lb or less at joint(s)7,8,3 except 5=432(LC 17),2=581(LC 1),4=332(LC 1), 6=466(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-277/0 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ø P ROFF 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. N(aiNEe s/0 6)A plate rating reduction of 20%has been applied for the green lumber members. V _f� 7)Refer to girder(s)for truss to truss connections. �4 9 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,2,3,6. • 89200PE V 9)5=210, mechanical 1 ,connection138 (by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,8 except(jt=lb) , 5=210,3=301,4=198,6=138. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5,2,3,4,6. .410. -",... ..... 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 40 CZ- 12) Use Simpson Strong-Tie TJC37(4 nail 90-150)or equivalent at 2-7-3 from the left end to connect truss(es)to back face of bottom OREGON 4(i chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down. li �� �9 O 13)Fill all nail holes where hanger is in contact with lumber. y s O 14, 2 Q'�" 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)142 lb down and 75 lb up at 2-7-3,41 lb down and 47 lb up at 2-7-3,146 lb down and 137 lb up at 5-5-2,255 lb down and 171 lb up at 8-3-1,252 lb down and lilFRR IL\- 151 lb up at 11-1-1,and 142 lb down and 63 lb up at 13-10-15,and 69 lb down and 25 lb up at 16-8-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. EXPIRES: 12-31-2019 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). March 27,2019 Qifi 1Al1,16At$rEfaloaandard 4 I tut A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fahriraenn, nrege,tier eryyrertinn anti hrering of inIeeee=MI/lice eyera.n5 em ausvrwn pnenly rrdarta,nef_egn,.d arm a,mdine r.,* r.*a..+ aW tWrg Chale Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898620 B1703796 HRA2A Diagonal Hip Girder 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:25 2019 Page 2 I D:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-rSm8u9S_hBi4sr3SwJ P IpBI?evmMC H3AYBNZD UzWj_0 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=64,2-7=64,8-9=-20 Concentrated Loads(Ib) Vert:5=-110 3=-4 4=-150 10=-71(B)12=-72(F)13=39(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" is always required for stability and to prevent collapse 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 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 Lennar K5898621 B1703796 HRA3 Corner Rafter 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:26 2019 Page 1 I D:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-KfKW5VTcSUgxT?eeUOw_LPIGQJ7uxkCKnr761wzWj_? 11-0-5I 11-11-2 11-0-5 0-10-13 Stale=1:20.5 Special 5 m Io Special a 4.24 12 4 8 7 I/ Special FA ii FW• 3 d_ a 2 1'1 a ( 2-4-6 2-r517 5-3-6 I 8-1-5 ( 11-11-2 2-4-6 0-421 2-9-15 2-9-15 3-9-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.01 3-4 >999 240 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.00 Vert(CT) -0.01 3-4 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:18 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-2-2. (Ib)- Max Horz 2=183(LC 6) Max Uplift All uplift 100 lb or less at joint(s)3,5 except 2=-201(LC 6),4=-112(LC 6) Max Gray All reactions 250 lb or less at joint(s)3,5 except 2=316(LC 1),4=273(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)*This truss has been designed for a 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. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,3,4,5. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,5 except(jt=lb) 2=201,4=112. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3,4,5. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)44 lb down and 25 lb up at t,gp PROF , 5-3-0,and 132 lb down and 64 lb up at 8-0-15,and 54 lb down and 23 lb up at 10-10-15 on top chord. The design/selection of AN" w`G`N� ,z;;45:,O such connection device(s)is the responsibility of others. ` 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��` ?/9 LOAD CASE(S) Standard 89200 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 `� Uniform Loads(plf) Vert:1-6=-64 Concentrated Loads(Ib) Q Q' Vert:4=-83(B)5=-12(B) OREGON to 4<'Li,9r 14, 2 �4 MRRIO-0 EXPIRES: 12-31-2019 March 27,2019 I I OMNI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the womanon,ma,ege,untve y,Vie,-41.n m,m Wel.)y of a u.w.a,d 1,(MO eyaian,s,slew AN8YTFVO Q../ity O.Aaia,0O1a4i9—.4 BCG&a/MS C mpswsM 260141.4 Cbela Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898624 B1703796 JA01 Jack-Open 3 1 _ Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:28 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-G1 RGWAUs_6411Jo1 bRySRgNdj6m8PehdE9cDppzWizz -1-0-0I 1-10-15 1-0-0 1-10-15 3x4 I Scale=1:14.5 -6.00iii12 ,1 N Id 3x4 ol I I 2 0 1 IllCI d 6 N ' .•ii I 2x4 ; / 3.00 12 5 3x4 I I I Plate Offsets(X,Y)-- [3:0-2-0.0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) 0.00 5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.00 5 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCLL 0.0 * Code 1BC2015/TP12014 Matrix-P Weight:11 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=167/0-5-8,3=30/Mechanical,4=12/Mechanical Max Horz 5=62(LC 9) Max Uplift 5=-26(LC 12),3=-42(LC 12),4=-8(LC 9) Max Gray 5=205(LC 18),3=30(LC 1),4=30(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live toad 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. �!OD PRQFrss 7)A plate rating reduction of 20%has been applied for the green lumber members. ` C 8)Refer to girder(s)for truss to truss connections. �Gj ! .G►NE&• �4.719 O 9)Refer to girder(s)for truss to truss connections. V 10)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ��f 'j7� capacity of bearing surface. 89200PE 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Ci 74- 4,OREGON�� mit /O -9y f 4 20 P�- MERR10- EXPIRES: 12-31-2019 March 27,2019 I I AWARNING-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 mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 Lennar K5898625 81703796 JA01A Jack-Open 1 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:29 2019 Page 1 I D:ddyJ IzQd 19_F46arED m nsXyJ W 7Z-kE?ek W V U I P CV KTN D99Thz 1 wm E W5585xmTp Ln LFzWizy -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:14.5 3 6.00 12 6 3x6 II 2 . 1 ., .' _ .i ►/ 5 4 3x4 I I 1-10-15 1-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.00 5 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.00 4-5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-R Weight:9 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=171/0-5-8,3=36/Mechanical,4=14/Mechanical Max Horz 5=62(LC 9) Max Uplift 5=-28(LC 12),3=-45(LC 12),4=-5(LC 9) Max Gray 5=204(LC 18),3=36(LC 19),4=32(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in theplane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 9 Y P orconsult ualified buildindesigner er ANSI/TPI 1. Gable End Details as applicable, 9 P PP9 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). QGD DDOFr 7)Gable studs spaced at 2-0-0 oc. ```G r rl C 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •`<(, -`G'NEcn,51 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 .Cj ``� i.7 !' will fit between the bottom chord and any other members. r 10)A plate rating reduction of 20%has been applied for the green lumber members. ‘C" 89200 P E T., 11) Refer to girder(s)for truss to truss connections. 12) Refer to girder(s)for truss to truss connections. • 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. • - 4,OREGON�� �40 /O llY14, 2° `,-- wen RIO- EXPIRES: 12-31-2019 March 27,2019 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. iil' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 taoncatlon,storage,aenvery,erection arta oracrng mousses arm mrss sysrems,see ANSUrPl1 Qoehty Qhm:.,D6B6P....:BON 13..;Jing O...i.p...im.e 2LlO KA.g Oi..Ao , Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898626 B1703796 JA02 Jack-Open 3 1 _ Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:29 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-kE?ekVVVU IPCVKTND99Thz1 wopW6j85xmTpLnLFzW zy -1-0-0 3-10-15 I 1-0-0 I 3-10-15 Scale=1:19.4 3 I 6.00 12 8 TS N .. 4X6 = N_ 2 d mert�'� N 110 I48T4th ,/ ►, 3.00 12 7 2x4 I I 3-5-8 �3-10-15I 3-5-8 0-5-7 Plate Offsets(X,Y)— [2:0-1-13,0-0-14],[2:0-3-0,0-1-14],[5:0-0-10,0-2-8],[6:0-0-0,0-1-13],[7:0-1-5,0-1-0] 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 0.31 Vert(LL) -0.01 5-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.02 5-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-R Weight:19 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=277/0-5-8,3=97/Mechanical,4=76/Mechanical Max Horz 7=90(LC 9) Max Uplift 7=-14(LC 12),3=-74(LC 12) Max Gray 7=280(LC 19),3=109(LC 19),4=132(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 6-7=-259/149 BOT CHORD 5-7=-255/191 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs_____ non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �t° P ROFF 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 <(, s will fit between the bottom chord and any other members. SON- �N�`1NFF9 s/OA 7)A plate rating reduction of 20%has been applied for the green lumber members. �� V !� 8)Refer to girder(s)for truss to truss connections. 9 9)Refer to girder(s)for truss to truss connections. 89200P E T- 10)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. // 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,3. -!_ Ib/ - OREGON ICC ,� /O -9Y14, 26P MER R ILA- EXPIRES: 12-31-2019 March 27,2019 it I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 Lennar K5898627 _ B1703796 JA02A Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:30 2019 Page 1 I D:ddyJlzQd 19_F46arEDmnsXyJ W7Z-CQZ1 xs W7W1 KMydyQjs_wWFSxNwO9tXwwiT5KtizWizx -1-0-02-1-8 3-10-15 1 1 1 1-0-0 2-1-8 1-9-7 Scale=1:19.4 4 l 6.00 12 2x4 11 3 m 0 3x4 II N ry 2 d N 1 i WM ,. ..i 11W. 1.illiiill111111111116w 4x4 = 5 Io / ►/ 7 3.00 12 3x4 11 2-1-81 3-10-15 1 2-1-8 1-9-7 Plate Offsets(X,Y)-- [6:0-1-12.0-2-121 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) 0.02 6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.03 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.04 4 n/a n/a o BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:17 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=240/0-5-8,4=93/Mechanical,5=51/Mechanical Max Horz 7=90(LC 9) Max Uplift 7=-36(LC 12),4=-71(LC 12),5=-18(LC 12) Max Gray 7=244(LC 19),4=104(LC 19),5=53(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide p will fit between the bottom chord and any other members. `�'_O PR04' 7)A plate rating reduction of 20%has been applied for the green lumber members. •``[�_`G`N��A n 8)Refer to girder(s)for truss to truss connections. .,, ` ,7 9)Refer to girder(s)for truss to truss connections. 10)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 'Q capacity of bearing surface. �200PE. r 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,4,5. 4/OREGON 4�4/ 'O 14, M�Y2. RFR It.A-0 EXPIRES: 12-31-2019 March 27,2019 / it IIMMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Nu'`. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 rah 1.rinr\etnrageerheukneyprerfu,*,r,l h..rh„0 of fn,eeac.„r1 f.,,*s syefamc neo aluCIffPI1 o„Anfy rrrorlq ncaaa And RI I R,Adfng rnmpnnanf 5s11vrug rjrr. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898628 B1703796 JA03 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:31 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-gc7P9CXIH1 SDamXcGaW92S?4cJedc_t3x7gtP8zWizw -1-0-0 3-5-8 5-10-15 1-0-0 3-5-8 2-5-7 Scale=1:24.7 4 y 6.00 12 2x4 I I 3 u5 3x6 II 2 1 11011.1 111111 ,I 4x8 = Id 111 7 3x6 I I 3.00 12 3S8 5-10-15 3-5-8 2-5-7 Plate Offsets(X,Y)-- [6:0-3-12.0-2-8],[7:0-2-1.0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) 0.12 6-7 >581 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.17 6-7 >412 180 TCDL 7.0 Rep Stress Ina YES WB 0.04 Horz(CT) 0.11 4 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-P Weight:23 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=320/0-5-8,4=145/Mechanical,5=87/Mechanical Max Horz 7=132(LC 12) Max Uplift 7=-48(LC 12),4=-95(LC 12),5=-31(LC 12) Max Gray 7=328(LC 19),4=169(LC 19),5=93(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent-with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide D will fit between the bottom chord and any other members. ikED PROFF 7)A plate rating reduction of 20%has been applied for the green lumber members. •� V`Gf N��•7 I& 8)Refer to girder(s)for truss to truss connections. �COV` •7 9)Refer to girder(s)for truss to truss connections. 10) Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify � 8g200PE capacity of bearing surface. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,4,5. CC -7L '_OREGONt tti /O *44' 14, 2P\ P..4. MERRILY-0 EXPIRES: 12-31-2019 March 27,2019 � 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lo'" Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component,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,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898629 _ B1703796 JA04 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:31 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-gc7P9CXIH1 SDamXcGaW92S?3?JdKc_s3x7gtP8zWizw -1-0-0I 2-3-12 I 6-0-0 I 7-10-15 - 1-0-0 2-3-12 3-8-4 1-10-15 i Scale=1:29.5 5 T N I$ 4 6.00 12 11 A6. 10 2x4 I I 3 h 9 r 4 4x6 I 2 1/• Il gleullin O/ 4x8 - P/ 8 3x8 11 3.00 12 2-3-12 6-0-0 6-1]9 7-10-15 2-3-12 3-8-4 0-4-9 1-9-6 Plate Offsets(X,Y)— [2:0-3-0,0-1-12],[7:0-3-12,0-2-8],[8:0-2-5,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) 0.13 6-7 >534 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.18 6-7 >376 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.12 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:26 lb FT=10% 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 Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-5-8 except(jt=length)5=Mechanical,6=Mechanical,4=0-3-2. (Ib)- Max Horz 8=165(LC 12) Max Uplift All uplift 100 lb or less at joint(s)8,5,6 except 4=-144(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6 except 8=332(LC 19),4=257(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-7-4,Exterior(2)3-7-4 to 7-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `Q�p PROFF will fit between the bottom chord and any other members. ` is 7)A plate rating reduction of 20%has been applied for the green lumber members. Gj• v! CGINE 070 8)Refer to girder(s)for truss to truss connections. L,SV l;' /L 9)Refer to girder(s)for truss to truss connections. 9! 10)Bearing at joint(s)8 considers parallel to grain value using ANSI/1711 angle to grain formula. Building designer should verify 89200PE capacity of bearing surface. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,5,6 except (jt=lb)4=144. •.11111111. 'Or 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. 7 ,,OREGON�� �� ©M r 14, 2o�Q RRILA- EXPIRES: 12-31-2019 March 27,2019 r __ I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 MiT®k^ is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the folariaatien,sterns-,--ie ,^Fir-a-.yKyyr^^'agaf'a^aaa aal a-'--cyciarr•S see MrcyTvrl Q...aiy,rats DSR-R0 ana arc!w..ndrng rn.gpnne..* 250 why Circ. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898630 81703796 JA05 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:32 2019 Page 1 I D:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-8phnMYXN2Ka4Bw5ogH 1 ObgYBNjxvLRhC9naRyazWizv -1-0-0 6-0-0 9-10-15 1 1-0-0 I 6-0-0 3-10-15 Scale=1:34.7 5 IvN 0 4 6.00 12 3 41 9 cb 8 3x6 I 2 1/, ►1 7 6 5x6 I I 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 0.80 Vert(LL) 0.09 6-7 >749 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.17 6-7 >404 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.11 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-R Weight:26 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-5-8 except(jt=length)5=Mechanical,6=Mechanical,3=0-3-2,4=0-1-8. (Ib)- Max Horz 7=197(LC 12) Max Uplift All uplift 100 lb or less at joint(s)7,5,4 except 3=-172(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 7=330(LC 1),3=262(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-281/110 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live-load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide nI ) PROp will fit between the bottom chord and any other members. ``_`G`N��n s/O 7)A plate rating reduction of 20%has been applied for the green lumber members. `CJ V •7 8)Refer to girder(s)for truss to truss connections. �? 9)Refer to girder(s)for truss to truss connections. 9 10) Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 89200P E r 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,5,4 except (jt=1b)3=172. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. yG 4 OREGON Ix At/ /O -9y 14, 2� l MRRILN- EXPIRES: 12-31-2019 March 27,2019 t _ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 Lennar K5898631 B1703796 JA06 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:33 2019 Page 1 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-c?F9auY?pejxp4g?0?Yd7t4ML7H E4uxMORJ_UOzWizu -1-0-0 6-0-0 11-10-15 I 11 1-0-0 6-0-0 ] 5-10-15 Scale=1:40.0 5 w 6.00 12 4 9 3 r .1 m cS .1 cS � o r vi 8 3x6 115 2 1 orio 7 6 506 II 6-0-0 6-0-0 Plate Offsets(X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) 0.09 6-7 >761 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.17 6-7 >418 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.11 5 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Weight:30 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G REACTIONS. All bearings 0-5-8 except(jt=length)5=Mechanical,6=Mechanical,3=0-3-2,4=0-1-8. (Ib)- Max Horz 7=228(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,4 except 3=-178(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6,3 except 7=330(LC 19),4=251(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-279/83,2-3=-273/136 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-7-4,Exterior(2)7-7-4 to 11-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs PR non-concurrent with other live loads. �� FF 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 5. Sh will fit between the bottom chord and any other members. ls7, (GNGINE , s,0 7)A plate rating reduction of 20%has been applied for the green lumber members. ,� V ?i 8)Refer to girder(s)for truss to truss connections. 9)Refer to girder(s)for truss to truss connections. 89200PE 10) Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4 except �' (jt=lb)3=178. 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum OREGONoNtx 4, sheetrock be applied directly to the bottom chord. A�li 2 �O -9y 14, Q. MFRRIL�-� EXPIRES: 12-31-2019 March 27,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the j,e:, .vd,rnee deL„e,y�Mtnn sand vnni ig nf+nicee<ann*rime eyefam`eea ANCI/TPII Orwllly PrilerlrL nSR-s9 and aCSI Building Cor9ponent - 25f Kl,,g nirate Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898632 61703796 JA07 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:34 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-5BpXnEZdayroREFByi3sg5ddYXhopJ1 Vd53YOTzWizt 1 0 0 6-0-0 13-10-15 111:0o:00 1-0-0 1 6-0-0 7-10-15 Scale=1:45.3 6 I,T 5 6.00 12 12 11 4 3 N_ • 8 d 10 3x4: x4 i 2 IN — 8 9 7 2x4 3x4 = 4-1-7 1600 4-1-7 1-10-9 Plate Offsets(X,Y)-- [2:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.07 8-9 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.20 8-9 >344 180 TCDL 7.0 Rep Stress Ina YES WB 0.14 Horz(CT) 0.05 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:38 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-3-15 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)9=0-5-8,6=Mechanical,7=Mechanical,3=0-3-2. (Ib)- Max Horz 9=260(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,7,4,5 except 3=-168(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,3,4 except 9=330(LC 1),5=276(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-272/4,2-3=307/158 BOT CHORD 8-9=-417/176 WEBS 2-8=-183/433 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 9-7-4,Exterior(2)9-7-4 to 13-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;-Ct=1.10 3)Unbalanced snow loads have been consideredforth(h design. p 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �`g p PflOpen non-concurrent with other live loads. ` C061 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gj NG►NE6.n 4.) 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wideV •7 f� will fit between the bottom chord and any other members. � 89200PE 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)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. . 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7,4,5 except (jt=lb)3=168. OREGON 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. -t 1,O O\ 4Q 6 -9y 14 2- EXPIRES: EXPIRES: 12-31-2019 March 27,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 Lennar K5898633 B1703796 JA08 Jack-Open 10 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:34 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-5BpXnEZdayroRE FByi3sg5ddYXhopJxVd53YOTzWizt 6-0-0 14-9-15 [11:0_0-00 6-0-0 8-9-15 Scale=1:47.2 6 5 6.00 12 12 11 4 3 M d 0 3x4 2M .1 8 9 7 2x4 I I 3x4 = 4-1-7I 6-0-0 4-1-7 1-10-9 Plate Offsets(X,Y)— [2:0-1-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.07 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.20 8-9 >344 180 TCDL 7.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.05 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:39 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)9=0-5-8,6=Mechanical,7=Mechanical,3=0-3-2. (Ib)- Max Horz 9=274(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,7,4 except 3=-168(LC 12),5=-103(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,3,4 except 9=330(LC 1),5=317(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-272/12,2-3=-326/170 BOT CHORD 8-9=-435/187 WEBS 2-8=-194/451 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 10-6-4,Exterior(2)10-6-4 to 14-9-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �`p`�p PROPC 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. �Gj �GINEe /QA 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 � v v 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. 89200PE 8)Refer to girder(s)for truss to truss connections.9)Refer to girder(s)for truss to truss connections. 441,<9.10) Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7,4 except (jt=lb)3=168,5=103. OREGON N- 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. 2 <0 y14, O FRRI L\- EXPIRES: 12-31-2019 March 27,2019 I r A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fao^caaon, '^d AMCIITarr n..mo+y r.:r.t;nccvao*.,d arcr a.,ndaig r.,,p.,,,a..* yg tr'..g'uts Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar • K5898634 B1703796 JA09 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:35 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJW7Z-ZOMw_ZaFLFzf2OgNVPa5D IAIxx4DYmOfrlo5YvzWizs -1-0-0 I1-0-12 I 6-0-0 [ 8-1-8 I 10-1-8 I 11-10-15 I 1-0-0 1-0-12 4-11-4 2-1-8 2-0-0 1-9-7 - Scale=1:40.4 7N .l I� a 8 6.00 -12 5 12 4 2x4 11 11 5x6 i 3 2 �oogroo : 1 lid I� ►t 9 d 10 4x4 2x4 113.00 12 I1-0-12 I 6-0-0 6-�]9 11-10-15 1-0-12 4-11-4 0--9 5-9-6 Plate Offsets(X,Y)-- [2:0-2-8,0-2-12],[9:0-2-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) 0.15 9 >475 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.15 8-9 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.15 Horz(CT) -0.19 7 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:33 lb FT=10% 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 Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)10=0-5-8,7=Mechanical,8=Mechanical,4=0-3-2. (Ib)- Max Horz 10=227(LC 12) Max Uplift All uplift 100 lb or less at joint(s)7,5,6 except 4=-208(LC 12) Max Gray All reactions 250 lb or less at joint(s)7,8,5,6 except 10=330(LC 1),4=257(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=-321/100,3-4=-289/149 BOT CHORD 9-10=-393/160 WEBS 3-9=-410/231,2-9=-187/487 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-7-4,Exterior(2)7-7-4 to 11-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �!p'.p PROpess non-concurrentis trusshaswn other esig live lfor a �GNGINF�r9 /O Y. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gj V``� 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 ?j will fit between the bottom chord and any other members. n 7)A plate rating reduction of 20%has been applied for the green lumber members. �- -92OOP 8)Refer to girder(s)for truss to truss connections. / 9)Refer to girder(s)for truss to truss connections. 4100 10) Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify - • r capacity of bearing surface. 11) Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6. -p OREGON A � 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,5,6 except -pi. 'tiQN ,Q (jt=lb)4=208. r 14, 2 13)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,5,6. A �,9FRRILA- EXPIRES: 12-31-2019 March 27,2019 4 t IMMO A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 Lennar K5898635 B1703796 JA10 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:36 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-1 awlCvat5Z5WgYPZ375KIWiw8KL_HFCo4PYe5LzWizr 8 -1-0-0 I 3-0-12 [ 6-0-0 ] -1-8 9-10-15 1-0-0 3-0-12 2-11-4 2-1-8 1-9-7 Scale=1:35.4 6 I$ 5 6.00 I-1-2- 4 iJ 11 2x4 I I ... LSI A • 3 d_ 10 i 4x6 I 2 1/, Woo. 1 Wood ' 1� 1� 8 0 Mil 4x8 = ►M. 9 3x8 I I 3.00 12 3-0-12I 6-0-0 6-11I19 9-10-15 3-0-12 2-11-4 0-1-9 3-9-6 Plate Offsets(X,Y)- [2:0-3-0,0-1-12],[8:0-3-12.0-2-81[9:0-2-5,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) 0.14 8 >491 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.18 8 >378 180 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.12 6 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight:29 lb FT=10% 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 Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-5-8 except(jt=length)6=Mechanical,7=Mechanical,4=0-3-2,5=0-1-8. (Ib)- Max Horz 9=196(LC 12) Max Uplift All uplift 100 lb or less at joint(s)9,6,7,5 except 4=-141(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,4,5 except 9=329(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-259/102 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �G DD F� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` GD f f70 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide c.`t G`NE ss� will fit between the bottom chord and any other members. . !N F� Q 7)A plate rating reduction of 20%has been applied for the green lumber members. C. ,8‘49. 4. 8)Refer to girder(s)for truss to truss connections. 9 9)Refer to girder(s)for truss to truss connections. 89200PE ' 10)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. •411. Or 11)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,6,7,5 except0 cc (jt=lb)4=141. 41 OREGON At/Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,5. 1G <O 14, - Z MFR R 10-0 EXPIRES: 12-31-2019 March 27,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. la Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 tauncenorr,storage,aenvery,erection ena orecmgdraaseemmnd truss syalems ean AMBdTPII*ow%Gawk.,0.91345..d D681 Bwile6.4 C....,-...-a1 ShO K4.4 C:.eii Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898636 B1703796 JA11 Jack-Open 2 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:7.640 s Apr 22 2016 Print:8.220 s Jan 19 2019 MiTek Industries,Inc.Wed Mar 27 12:20:46 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-81LGTtPvXPEzhKrQ2f1 SZTMxtXtOc57Pwf29EezWijl I„-1-0.0 I 3-5-8 { 6-0.0 7-10-15 I 1-0-0 3-5-8 2-6-8 1-10-15 Scale=1:29.7 5 ►i I$ 4 6.00 12 10 2x4 I I ►1 3 . 1 0011 N_ 9 5x16 I 2 I •' I 7 ' d 4x8= I 8 3.00 12 3-5-8 I 6-0-0 6-119 7-10-15 3-5-8 2-6-8 0.'I-9 1-9-6 Plate Offsets(X,Y)- [2:0-0-14,0-1-13],[2:0-2-5,Edge],[7:0-3-8.0-2-8],[8:0-0-7.0-1-13] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) 0.13 7-8 >523 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.19 7-8 >369 180 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.12 5 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-P Weight:26 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-5-8 except(jt=length)5=Mechanical,6=Mechanical,4=0-3-2. (Ib)- Max Horz 8=165(LC 12) Max Uplift All uplift 100 lb or less at joint(s)8,5,6 except 4=-128(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 8=332(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-7-4,Exterior(2)3-7-4 to 7-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. DpF F 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs n[`�p PR cS 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. s 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �Gj !NGINEen /O fit between the bottom chord and any other members. ,� V •7 IL 7)A plate rating reduction of 20%has been applied for the green lumber members. '9 8)Refer to girder(s)for truss to truss connections. 89200 P E 9)Refer to girder(s)for truss to truss connections. 10)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. '` #2IP 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,5,6 except(jt=lb) 4=128. 9L A_OREGON b 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. ".7 13)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <O 4y 14 2° A4r LOAD CASE(S) Standard MER R I LN-�` EXPIRES: 12-31-2019 March 27,2019 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 end BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898637 B1703796 JA12 Jack-Open 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:37 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-Vm UgPFbWstDN Ih_mdgcZljFC2kro0iwxJ3HCdozW zq 1-10-15 1-10-15 Scale=1:14.5 6.00 12 2 001111011 2x4 II 1 IIN N d ■ �1 1�� -/ hill 4 2x4 II 3 1-10-15 1-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.00 3-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-R Weight:7 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/0-3-8,2=54/Mechanical,3=20/Mechanical Max Horz 4=50(LC 9) Max Uplift 2=-49(LC 12),3=-3(LC 9) Max Gray 4=74(LC 1),2=54(LC 1),3=33(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. G 8)Refer to girder(s)for truss to truss connections. `D P R OF 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. �, No G`NEF s/) 'ccs`• 29 Q 89200PE r gib ,,OREGON �� �O �y2 14, 0 P MFR R ILS-0 EXPIRES: 12-31-2019 March 27,2019 1 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 �p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fa6^caticn,cter^®sd=Wrey,erection avdH•^^:•tgoriwecaw sad trues ryetaw.,.4ii 4,,rctl*D'1 Q"^''y^41ev%DSR-e9 ard°CSSDuikPsy C0^Ipe"vrt :G0 iiki C:s.le Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Oty Ply Lennar K5898638 61703796 JA13 Jack-Open 6 1 - Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:38 2019 Page 1 - ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-zy22dbc8dALEvrZyBY8ogxoLs88g19A5Yj 119EzW zp 2-7-12 3-10-15 I - 2-7-12 1-3-3 Scale=1:19.6 3 6.00 F12- 2 IN a ral 2x4 II m 1 2 i IN g R '/ a 5 4 2x4 I I 2-7-12 2-7-12 Plate Offsets(X,Y)- [5:0-2-0.0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.01 4-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.32 Vert(CT) -0.01 4-5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 2 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-R Weight:11 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=88/0-3-8,4=26/Mechanical,2=176/0-1-8 Max Horz 5=86(LC 9) Max Uplift 4=-5(LC 12),2=-132(LC 12) Max Gray 5=88(LC 1),4=46(LC 5),2=192(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ��� P R pFF 7)A plate rating reduction of 20%has been applied for the green lumber members. `c',<(, U+�N� ss� 8)Refer to girder(s)for truss to truss connections. ! &. Q 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. [i •7 Ijj 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) �� g`G1 OP /7 2=132. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 7L � ,OREGON�Ix �L 'viRR11.kNi - EXPIRES: 12-31-2019 March 27,2019 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 Mrreke connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 " Job Truss Truss Type Qty Ply Lennar K5898639 81703796 JA14 Jack-Open 6 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:38 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-zy22dbc8dALEvrZyBY8ogxoJf86F19A5Yj 119EzWizp 2-7-12 5-10-15 2-7-12 3-3-3 Scale=1:24.7 4 6.00 12 3 Id N 2 „ rj 11 co , 4 3x4 II ��� 1 O i 1 0 �S ...„.,,, P/ 8 5 3x4 II 2-7-12 ...--A 2-7-12 Plate Offsets(X,Y)-- [6:0-2-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) 0.01 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.01 5-6 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-R Weight:14 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)6=0-3-8,5=Mechanical. (Ib)- Max Horz 6=119(LC 9) Max Uplift All uplift 100 lb or less at joint(s)5 except 2=-116(LC 18),3=-156(LC 9) Max Gray All reactions 250 lb or less at joint(s)6,5,2 except 3=364(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed fora 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 QG o 1.." Fc will fit between the bottom chord and any other members. r rl Q Pk 7)A plate rating reduction of 20%has been applied for the green lumber members. c.` _`GINE A�f/ 8)Refer to girder(s)for truss to truss connections. `� F 7 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,3. �` ?/ 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) �/ Ir, 2=116,3=156. Q 89200PE % 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3. ,� .+ ----- in 4,OREGON X40 'O -9 y 14, 20 Q','" MRRILA- EXPIRES: 12-31-2019 March 27,2019 I __ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I AiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the remrcerierr,emery,d55eer);erentmn wed are h,a of troaaea m.J b...aya:e...a,aw NORM Q..J4.uteri..D9B•BPa.d DOST Baatth.4 Ceerrp-rr-A, 260 Kh.3Onaie Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898640 B1703796 JA15 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:39 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-R9cQgxdmOUT5X?88kFfl N8KSvYQrUcQEmNmlhgzWizo 2-7-12 7-10-15 I _ 2-7-12 5-3-3 Scale=1:29.9 5 6.00 12 4 im 10 to 3 9 8 �1 m 2 '1 0 �l 0 3x4 I I � 1 p. NMIi ►t 7 6 3x4 = 2-7-12 2-7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.01 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.01 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-R Weight:17 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)7=0-3-8,6=Mechanical,4=0-3-2. (Ib)- Max Horz 7=146(LC 9) Max Uplift All uplift 100 lb or less at joint(s)6,3 except 2=-120(LC 12),4=-140(LC 9) Max Gray All reactions 250 lb or less at joint(s)7,6,2,3 except 4=305(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-276/59 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-13 to 3-1-13,Interior(1)3-1-13 to 3-8-0,Exterior(2)3-8-0 to 7-10-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q�p PROFF will fit between the bottom chord and any other members. [I`�`G`N��n s�O 7)A plate rating reduction of 20%has been applied for the green lumber members. �Cj ` .7 8)Refer to girder(s)for truss to truss connections. /L 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,3. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,3 except 89200PE (jt=lb)2=120,4=140. • 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3,4. • -yL 4 OREGON� cm, /O �' 14, 2� ' RRILS- EXPIRES: 12-31-2019 March 27,2019 � t AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 Lennar K5898641 B1703796 JA16 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:40 2019 Page 1 ID:ddyJlzQd19_F46arEDmnsXyJW7Z-vLAp2He09oby99jLIzAGwMtkiypbD?1021 WsE6zWizn 2-11-4 I 6-0-0 I 8-1-8 I 9-10-15 2-11-4 3-0-12 2-1-8 1-9-7 Scale=1:34.7 6 • ( I$ 5 6.00 12 2x4 II 11 'I 4 3 .1 3x4 i N m c • 2 b .b 3x41----,1 IMS.. ._ 0 9 8 10 7 2x4 II 5x6 = 4x6 = 2-11-4I 6-0-0 6-I1]9 9-10-15 2-11-4 3-0-12 0-1-9 3-9-6 Plate Offsets(X,Y)-- [1:0-1-12,0-1-8],[2:0-1-8,0-1-8],[8:0-2-4,0-2-8],[9:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.02 9-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.03 9-10 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.30 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-AS Weight:41 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G REACTIONS. All bearings 0-3-8 except(jt=length)6=Mechanical,8=Mechanical,4=0-3-2,5=0-1-8. (Ib)- Max Horz 10=175(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,4,5 except 10=-166(LC 12),8=-411(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,4,5 except 10=977(LC 22),8=1172(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-650/190,1-2=-764/190 BOT CHORD 9-10=-306/138,8-9=-408/663 WEBS 2-9=-381/774,2-8=889/546,1-9=-109/710 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)0-1-12 to 2-11-4,Interior(1)2-11-4 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. op c 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .� ```D P R Op s 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 <(, s will fit between the bottom chord and any other members. �Gj ING�NEL:n �O 6)A plate rating reduction of 20%has been applied for the green lumber members. :., V •7 4. 7)Refer to girder(s)for truss to truss connections. '9 8)Refer to girder(s)for truss to truss connections. 89200PE r 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)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 ��� (jt=lb)10=166,8=411. �r 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,5. 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 y A_OREGON 4� sheetrock be applied directly to the bottom chord. h- 4' \b‘ k 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). /Q 4 y 14 f 2P A' ' LOAD CASE(S) Standard MRRII--�` 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) EXPIRES: 12-31-2019 Vert:1-6=-64,7-10=-270(F=-250) March 27,2019 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2016 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 Nut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 enrmrrPII p.,an r.fa.14 nca w nod arm rhafri.a Cn^W 76G P.4s-Cif^le Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar • K5898642 B1703796 JA17 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:41 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-NXkB Fde0w5jomJ IXsghVSZQhN L9CyWrXEhFPmZzWizm 6-0-0 11-10-15 6-0-0 5-10-15 I ` Scale=1:40.0 4 N I4 6.00 12 3 8 2 .t ro 7 m 1 � o_I 6 5 7x14 MT18H II 6-0-0 6-0-0 Plate Offsets(X,Y)— [1:0-0-14,0-1-13],[6:0-0-0,0-1-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) 0.09 5-6 >797 240 MT18H 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.14 5-6 >485 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.11 4 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-R Weight:28 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except(jt=length)4=Mechanical,5=Mechanical,2=0-3-2,3=0-1-8. (Ib)- Max Horz 6=206(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,5,3 except 2=-173(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,4,5,2,3 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-277/133 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)0-1-13 to 3-1-13,Interior(1)3-1-13 to 7-7-4,Exterior(2)7-7-4 to 11-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10:0-psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �`` - will fit between the bottom chord and any other members. `` p PR O C 6)A plate rating reduction of 20%has been applied for the green lumber members. •S. � G`NF s� 7)Refer to girder(s)for truss to truss connections. N F 7 0 8)Refer to girder(s)for truss to truss connections. c? ?i 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5,3 except 1:t N., •-•,89200P E r (jt=lb)2=173. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3. - y4 , OREGON �� �Y14, 20 ERRIL�-� EXPIRES: 12-31-2019 March 27,2019 4 __ t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. hut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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/TRH 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 Lennar K5898643 61703796 JA19 Jack-Open 20 1 Job Reference(optional) a ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:41 2019 Page 1 I D:ddyJ IzQd19_F46arEDmnsXyJ W7Z-NXkB FdeOw5jom JIXsghVSZQpEL4QyUgXEhFPmZzWizm 6-0-0 I 14-9-6 6-0-0 8-9-6 Scale=1:47.0 5 a 4 6.00 12 11 10 3 2 n ( 05 e5 9 3x4 1 7 8 6 2x4 I 3x4 = 4-1-7 6-0-0 4-1-7 1-10-9 Plate Offsets(X,Y)-- [1:0-1-12,0-1-8] 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 0.47 Vert(LL) -0.07 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.20 7-8 >344 180 TCDL 7.0 Rep Stress lncr YES WB 0.13 Horz(CT) 0.05 5 n/a n/a BCLL 0.0 BCDL 10.0 w Code IBC2015/TPI2014 Matrix-P Weight:38 lb FT=10% 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 Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-6-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)8=0-3-8,5=Mechanical,6=Mechanical,2=0-3-2. (Ib)- Max Horz 8=251(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,6,3 except 2=-172(LC 12),4=-102(LC 12) Max Gray All reactions 250 lb or less at joint(s)8,5,6,3 except 2=253(LC 1),4=306(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-335/169 BOT CHORD 7-8=-405/196 WEBS 1-7=-204/420 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)0-1-13 to 3-1-13,Interior(1)3-1-13 to 10-5-11,Exterior(2)10-5-11 to 14-8-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. D 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��Q PRO4- 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 ,r_`G'N��n 1CP will fit between the bottom chord and any other members. � V` •7 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. 92 O P � 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,6,3 except 4111, •• (jt=lb)2=172,4=102. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3,4. L 4OREGON oto <O 4k 14 2° 0' MRRIO.6 EXPIRES: 12-31-2019 March 27,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the f b.;eat:en,ol,we9-,delivery,-- en-Mi---'eteaw'wesee 41'S111wr19••w+y C'lfor'4DSQ-eSard 6^Sr6••""' Camp.,==a 260 yr.g^Ktla Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898644 B1703796 JA20 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:42 2019 Page 1 ID:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-sklZSzfehPrfOTsjQNCk?nyxWWRkhz9hSK?zl?zWizl 2-7-12 11-10-15 2-7-12 9-3-3 Scale=1:40.2 6 11 Ta- 5 6.00 12 11 10 4 • Nf , 3 •- o 2 9 4x4 II 1 111 8 7 3x6 = 2-7-12 2-7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) 0.01 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.01 7-8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 6 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-R Weight:23 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)8=0-3-8,6=Mechanical,7=Mechanical,4=0-3-2. (Ib)- Max Horz 8=206(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,7,3,5 except 2=-135(LC 12),4=-109(LC 12) Max Gray All reactions 250 lb or less at joint(s)8,6,7,2,3,4 except 5=251(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-356/163,2-3=-254/119 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)0-1-13 to 3-1-13,Interior(1)3-1-13 to 7-7-4,Exterior(2)7-7-4 to 11-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. PR0FF 7)Refer to girder(s)for truss to truss connections. s 8)Refer to girder(s)for truss to truss connections. Gj NGINEtt; s�O 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,3,5. � v 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7,3,5 except �S 2'9 (jt=lb)2=135,4=109. 89200PE• 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3,4,5. • O `"' CC 71. OREGON <O MY 14 2.0�Q'�� FR R 10- EXPIRES: 12-31-2019 March 27,2019 4IMIMM 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/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 Lennar K5898645 B1703796 JA21 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:43 2019 Page 1 • ID:ddyJIzQd19_F46arEDmnsXyJW7Z-KwrxgJgGSjzWOcRwz5jzX_V7E9n1 QQPgh_kWrRzWizk 2-7-12 9-10-15 2-7-12 7-3-3 Scale=1:35.1 5 I$ 6.00 12 10 4 9 3 N 2 B d u 3x4 II rj 7 6 3x4 = 2-7-12 2-7-12 Plate Offsets(X,Y)— [1:Edge,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) 0.01 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.01 6-7 >999 180 TCDL 7.0 Rep Stress Inv- YES WB 0.00 Horz(CT) -0.04 5 n/a n/a BCLL 0.0 Code 16C2015/TP12014 Matrix-R Weight:20 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)7=0-3-8,5=Mechanical,6=Mechanical,4=0-3-2. (Ib)- Max Horz 7=175(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,6,3 except 2=-128(LC 12),4=-106(LC 12) Max Gray All reactions 250 lb or less at joint(s)7,5,6,2,3,4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-309/134 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)0-1-13 to 3-1-13,Interior(1)3-1-13 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 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 p will fit between the bottom chord and any other members. `QcO PROF 6)A plate rating reduction of 20%has been applied for the green lumber members. ` s 7)Refer to girder(s)for truss to truss connections. Gj� 'GINE s% 8)Refer to girder(s)for truss to truss connections. v 7 4. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,3. �4 9 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,6,3 except 89200PE V (jt=lb)2=128,4=106. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3,4. agr.„0010;10! 4OREGON � " -9 y 14, `L° Q'4" III)" ERRILk- EXPIRES: 12-31-2019 March 27,2019 mum t t A WARNING-Verily 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 ral:ieith:0446r"9',Gellvaq,era^{ke aed Cr- s -^e ^NSIP7P1 f�6•/1D.B29�rd C'wtpa"--t 241:1..wo J . Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar • K5898646 B1703796 JA22 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:43 2019 Page 1 I D:ddyJlzQd 19_F46arEDmnsXyJ W7Z-KwrxgJgGSjzWOcRwz5jzX_V7v9nnQQ Pgh_kWrRzWizk 2-7-12 7-10-15 2-7-12 5-3-3 Scale=1:29.9 5 6.00 12 4 rn 10 I7 d 3 9 8 .1 2 9 3x4 I I 1 1 pi 7 6 3x4 = 2-7-12 2-7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.01 6-7 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.01 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-R Weight:17 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)7=0-3-8,6=Mechanical,4=0-3-2. (Ib)- Max Horz 7=146(LC 9) Max Uplift All uplift 100 lb or less at joint(s)6,3 except 2=-120(LC 12),4=-140(LC 9) Max Gray All reactions 250 lb or less at joint(s)7,6,2,3 except 4=305(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-276/59 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)0-1-13 to 3-1-13,Interior(1)3-1-13 to 3-8-0,Exterior(2)3-8-0 to 7-10-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �Ep P R OFF will fit between the bottom chord and any other members. ,c�(, s 7)A plate rating reduction of 20%has been applied for the green lumber members. Gj` NC?INEe s�OA 8)Refer to girder(s)for truss to truss connections. V •7 _ r 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,3. 9 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,3 except 89200P E Qt=le20,4=140. I� 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3,4. IC) yr- d OREGON��, it/ Y 14 2° Q"�- MFRR ILS-� EXPIRES: 12-31-2019 March 27,2019 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 Lennar K5898647 B1703796 JA23 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:44 2019 Page 1 ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-o6PJtehvD05Ndm06XoEC4C 1 OHZER9tfzweU3NuzWizj I 1-10-15 1-10-15 Scale=1:14.5 6.00 12 2 2x4 II 1 0:1 N N 4 3 2x4 I I 1-10-15 1-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.00 3-4 >999 180 TCDL 7.0 Rep Stress Ina: YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-R Weight:7 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/0-5-8,2=54/Mechanical,3=20/Mechanical Max Horz 4=50(LC 9) Max Uplift 2=-49(LC 12),3=-3(LC 9) Max Gray 4=74(LC 1),2=54(LC 1),3=33(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. P 8)Refer to girder(s)for truss to truss connections. — t) R D 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. .�� � 0- 1 •7V9 . ..89200PE — - 4/OREGON�� � �y14, 2O 41FRR►1.1- EXPIRES: 12-31-2019 March 27,2019 IMUM A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MiTek5t connectors.This design is based only upon parameters shown,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 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 fibecatiav,cta"^q tlas..sypra.awf**a wn��.,g�r:.,«a�ann r�„«*y***. �a aNavrwi pnallgr r.rradq,segJta and arcs a.didlna rn.h eorssI ygLyiug Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898648 B1703796 JA24 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:45 2019 Page 1 • ID:ddyJ IzQd19_F46arEDmnsXyJ W7Z-GJzi5_hX_KD EFwb15Wm RdPaU EzRMulv791 DdvKzWizi 6-0-0 I 13-10-15 I 6-0-0 7-10-15 Scale=1:45.3 5 �' Ia 4 6.00 12 10 3 2 •• N_ � ._ a co �� 9 3x4 1 41.4�� 7 8 6 3x4 = 2x4 H 4-1-7 6-0-0 4-1-7 I 1-10-9 Plate Offsets(X,Y)-- [1:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.07 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.20 7-8 >344 180 TCDL 7.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.05 5 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight:36 lb FT=10% 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 Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-10-5 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)8=0-3-8,5=Mechanical,6=Mechanical,2=0-3-2. (Ib)- Max Horz 8=238(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,6,3,4 except 2=-172(LC 12) Max Gray All reactions 250 lb or less at joint(s)8,5,6,3 except 2=253(LC 1),4=269(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-319/158 BOT CHORD 7-8=-391/186 WEBS 1-7=-193/405 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)0-1-13 to 3-1-13,Interior(1)3-1-13 to 9-7-4,Exterior(2)9-7-4 to 13-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. D 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. eco PR0Fc 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 _`G`Ncc SO-A/4,9 O will fit between the bottom chord and any other members. `� E V 6)A plate rating reduction of 20%has been applied for the green lumber members. ?j 7)Refer to girder(s)for truss to truss connections. =92OOP 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,6,3,4 except Qt=1b)2=172. • i- 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3,4. G ', Cr"4 �O -fr14, 2C P MERRILY-� EXPIRES: 12-31-2019 March 27,2019 4 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 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 3t2,Alexandria,VA22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply Lennar K5898649 B1703796 JA25 Jack-Open 4 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:46 2019 Page 1 ID:ddyJ IzQd19F46arEDmnsXyJ W7Z-kVX41 Ki9leL5t4AUfDHg9d7igMs?dj WGNyzARmzW zh I 2-11-4 6-0-0 8-1-8 12-_1-8 ] 13-10-15 2-11-4 3-0-12 2-1-8 4-0-0 1-9-7 Scale=1:45.3 7 w I I 6 $ 6.00 12 . 12 5 2x4 II r. - 3 4 a art .. �� dao 3x4 -� r 2 0* 3x4 -::::- ,..diaiiill I 1 I (M L1�ti—ui►, 11 10 9 8 2x4 II 5x6 = 5x6 = I 2-11-4 ,4-1-7 1 6-0-0 611.9 13-10-15 2-11-4 1-2-3 1-10-9 0-1L9 7-9-6 Plate Offsets(X,Y)— [1:0-1-12,0-1-8],[2:0-1-8,0-1-8],[9:0-3-0,0-3-0],[10:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.02 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.03 10-11 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.30 Horz(CT) -0.00 7 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-AS Weight:47 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G REACTIONS. All bearings 0-1-8 except(jt=length)11=0-3-8,7=Mechanical,9=Mechanical,4=0-3-2. (Ib)- Max Horz 11=238(LC 12) Max Uplift All uplift 100 lb or less at joint(s)7,4,5,6 except 11=-123(LC 12),9=-422(LC 12) Max Gray All reactions 250 lb or less at joint(s)7,4,5 except 11=977(LC 22),9=1172(LC 22),6=269(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-650/133,1-2=-783/120,2-3=-273/136 BOT CHORD 10-11=-388/186,9-10=-426/663 WEBS 1-10=-41/733,2-10=-406/774,2-9=-889/571 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)0-1-12 to 2-11-4,Interior(1)2-11-4 to 9-7-4,Exterior(2)9-7-4 to 13-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. p 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ``�'.p P R OFA 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 ` w`GINE�Gss/O will fit between the bottom chord and any other members. C3`N. !` n 6)A plate rating reduction of 20%has been applied for the green lumber members. V •7 L 7)Refer to girder(s)for truss to truss connections. A•41 9 8)Refer to girder(s)for truss to truss connections. Q =9200P 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6. 10) 111.1 Provide mechanical connection(byothers)of truss to bearingplate capable of withstanding100 lb uplift at'oint s 7,4,5,6 except PP joint(s) (jt=lb)11=123,9=422. '� .— ' ralIP 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,5,6. 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 Ili- OREGON IX �(/ sheetrock be applied directly to the bottom chord. li- �q O� 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Q r 14, 2 A LOAD CASE(S) Standard MFRRILA- 1) �` Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) EXPIRES: 12-31-2019 Vert:1-7=-64,8-11=-270(F=-250) March 27,2019 4 I immo A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mu Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,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 f.Ld...B.,.,,d..i.y.,deXve,y,.,...11.,,e.,,1L...i,..I 6..s..m.1 Nos.sl.t.,,a,.,.e ANCl/TIV OwNly Crlfaridi,DCD 89 roil DCG SNIDER*Companont . 260 KlJg Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar • K5898650 B1703796 JA26 Jack-Open 6 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:46 2019 Page 1 • ID:ddyJ IzQd19_F46arEDmnsXyJW7Z-kVX41 Ki9leL5t4AUfDHg9d7fPMgndn9GNyzARmzWizh 2-7-12 7-5-8 2-7-12 4-9-12 Scale=1:28.7 5 6.00 12 4 Id 3 1,1 1�1 2 N • d �1 O 3x4 I r1 v 1 ommilmw 7 6 3x4 = 2-7-12 2-7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) 0.01 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.01 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 4 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-R Weight:17 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)7=0-3-8,6=Mechanical,4=0-3-2. (Ib)- Max Horz 7=136(LC 9) Max Uplift All uplift 100 lb or less at joint(s)6,3 except 2=-135(LC 12),4=-105(LC 9) Max Gray All reactions 250 lb or less at joint(s)7,6,2,3,4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-263/64 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ``Q�p PR04- 7)A plate rating reduction of 20%has been applied for the green lumber members. • L``w`G�N ss/O 8)Refer to girder(s)for truss to truss connections. Gj` %v. ` E 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,3. v 'T ?j 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,3 except (jt=lb)2=135,4=105. 9200P 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3,4. / 111. SAS 74. 4,OREGONN"' ��� /O4y14 20 0" MFRRIL--0 EXPIRES: 12-31-2019 March 27,2019 MEM t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 'p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTekp is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TRH 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,VA22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply Lennar K5898651 B1703796 SA01 Jack-Open 3 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:47 2019 Page 1 I D:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-Ch5S Wgjn WxTyU E IhCxovigftxm FZME1 Qccik_CzW zg -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:14.5 3 2x4 II 6.00 12 3x4 I I 2 0 1 0 N • Ib la �/ 2x4 3.00 12 3x4 I I 1-10-15 1-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) 0.00 5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.00 5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:11 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=167/0-5-8,4=42/Mechanical Max Horz 5=62(LC 9) Max Uplift 5=-26(LC 12),4=-48(LC 12) Max Gray 5=205(LC 18),4=47(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `Qc 7)A plate rating reduction of 20%has been applied for the green lumber members. �('```O P R Op 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Cj !%--4 ' � 'O capacity of bearing surface. V 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4. Q 89200 PE jelp OREGON�� <0 /O Air14 20 RILt-,iv.-T- 11/0i EXPIRES: 12-31-2019 March 27,2019 MIME it t 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.storaue delivery erection and bracing of trusses and truss systems see _ANSI/TP11 Oualigy Criteria DS8-89 and BCCI Building Contponent _05n King rirrd* Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar • K5898652 B1703796 SA02 Jack-Open 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:48 2019 Page 1 • ID:ddyJ IzOd 19_F46arEDmnsXyJ W7Z-gufajOkPHFcp6OKtmeJ8E2C20Ab95heZrGSH Wf2Wizf I -1-0-0 I 3-10-15 I 1-0-0 3-10-15 Scale=1:19.4 3 Fi 6.00 12 8 ro N 4x6 = ' N_ 2 d Wall N 1 (IIIIIIII- :: i I 1111111111w- 4 1111I4 2 4x8 = ,/ ,/ 3.00 12 7 2x4 II 3-5-8 10-15 II 3-5-8 0-5-7 Plate Offsets(X,Y)-- [2:0-1-13,0-0-14],[2:0-3-0,0-1-14],[5:0-0-10,0-2-8],[6:0-0-0,0-1-13],[7:0-1-5,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 5-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.02 5-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-R Weight:19 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=277/0-5-8,3=97/Mechanical,4=76/Mechanical Max Horz 7=90(LC 9) Max Uplift 7=-14(LC 12),3=-74(LC 12) Max Gray 7=280(LC 19),3=109(LC 19),4=132(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 6-7=-259/149 BOT CHORD 5-7=-255/191 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2,00-times-flat roof load of 25.0 psf on overhangs non-concurrent with other live loads - - 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QtD P R OFF 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 !`_`G'NE C�s/A will fit between the bottom chord and any other members. N 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. I� 9 9)Refer to girder(s)for truss to truss connections. �' 89200PE 10) Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 401"/,./ capacity of bearing surface. ill `' 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,3. 74- ,1OREGON\� 4.1 ,..Cr �r14, 2� P MFRRtLk-6 EXPIRES: 12-31-2019 March 27,2019 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. pep Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 Lennar K5898653 B1703796 SA04 Jack-Open 5 1 Job Reference(optional) w ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:48 2019 Page 1 I D:ddyJlzQd19_F46arEDmnsXyJ W7Z-gufgjOkP HFcp6OKtm eJ8E2C2pAbu5heZrGSH WfzWizf -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:14.5 3 6.00 12 6 3x4 2 N 1 d ■ ,/ 5 4 2x4 II 1-10-15 1-10-15 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) 0.00 5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.00 4-5 >999 180 TCDL 7.0 Rep Stress!nor YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-R Weight:9 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=171/0-5-8,3=36/Mechanical,4=14/Mechanical Max Harz 5=62(LC 9) Max Uplift 5=-28(LC 12),3=-45(LC 12),4=-5(LC 9) Max Gray 5=204(LC 18),3=36(LC 19),4=32(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. CEO P ROp 8)Refer to girder(s)for truss to truss connections. .��(, _` ss 9)Refer to girder(s)for truss to truss connections. C; G`N E n 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. �� v E'7 89200PE r 4'OREGON �� �4/ <0 -9y 14, 2° P.�. -1FR R 10- EXPIRES: 12-31-2019 March 27,2019 MOM 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 MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeke Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication storage delivery erection and bracing of tmsees and trues eystems see ANSI/TPII Quality CriteAaDSB-89 and BCSI Building Component_ , 7cn King rude Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Lennar K5898654 B1703796 SA05 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:49 2019 Page 1 w I D:ddyJ IzQd 19_F46arEDmnsXyJ W7Z-84DCwM112ZkgkXv3KMgNnFlApatfg7uj3wBg25zWize -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:14.5 6.00 12 8 3 1 3x6 II 2 N N A - n 1 d i I . , - •1 1 1�1 �.1 53x4 II PROVIDE ANCHORAGE,DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX.UPLIFT 4 AND MAX HORZ.REACTIONS SPECIFIED BELOW. 1-10-15 1-10-15 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 0.50 Vert(LL) 0.00 5 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.00 5 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-R Weight:9 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=161/Mechanical,4=60/Mechanical Max Harz 3=181(LC 18),4=-181(LC 18) Max Uplift 3=-65(LC 12),4=-19(LC 8) Max Gray 3=162(LC 19),4=62(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 4-5=-181/256 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with-any-other live loads. 6)*This truss hasbeen designed-for alive rad of 20.Opsfon e•o'om c or.Ina - -- w - - - - - •- I - • -• will fit between the bottom chord and any other members. oto PROF 7)A plate rating reduction of 20%has been applied for the green lumber members. `�`_`G'NEt��n 8)Refer to girder(s)for truss to truss connections. `� `•7 O!� 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4. 144 92 OP 9r 11) NA may'6 ,�,OREGON �� ,C,, 6My f4 2o�Q- ` RRIL-- EXPIRES: 12-31-2019 March 27,2019 4 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/0312015 BEFORE USE. 1 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSUTPl1 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 Lennar K5898655 _ B1703796 SA09 Jack-Open 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Wed Mar 27 14:03:50 2019 Page 1 ID:ddyJIzQd19_F46arEDmnsXyJW7Z-dGnb8ilfossXLhUGu3LcKTHOG_ImZZeslax0aXz izd -1-0-0 2-5-8 3-10-15 1-0-0 2-5-8 1-5-7 Scale=1:19.4 4 3x4 II T 6.00 12 3x4 G idA �N 3 2X4 II r;d 2 d 1 111.11111101111111111111 " 1'1 !X! II 4x6= 7 2x4 II 3.00 12 2-5-8 3-10-15 2-5-8 1-5-7 Plate Offsets(X,Y)-- [3:0-1-12.0-1-8],[4:0-2-0,0-1-4],[5:0-2-2.0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.03 6 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.04 6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.08 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:23 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=237/0-5-8,4=123/Mechanical,5=17/Mechanical Max Horz 7=87(LC 9) Max Uplift 7=-37(LC 12),5=-131(LC 12) Max Gray 7=240(LC 19),4=135(LC 19),5=35(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-5=-94/303 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �0 PROFFn will fit between the bottom chord and any other members. �(, 1J 7)A plate rating reduction of 20%has been applied for the green lumber members. Gj !1 1 GINE�n s'a 8)Refer to girder(s)for truss to truss connections. C C . v 7 4. 9)Refer to girder(s)for truss to truss connections. 9 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb) 89200PE r 5=131. 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. /'�• l �� • 4,OREGON .1).- 14, 2� Q�- MR R I0- EXPIRES: 12-31-2019 March 27,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fahriratind.mnrago delivery erertinn and hraeing nHmeeoa and tmaa eyatoma,Gee ANSI/TP11 Oaalif Criteria ncR-ag and BCSI Rullding;Component 9cn 10,9 nrrla Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 . i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Fail re to Follow Could Cause Property 4 offsets are indicated. I I (Drawings not to scale) Da age or Personal Injury r�EEDimensions are in ft-in-sixteenths. NIL. Apply plates to both sides of truss 1 2 3 1. A,ditional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. T ss bracing must be designed by an engineer.For 0-1/16• 4 dO w.e truss spacing,individual lateral braces themselves m:y require bracing,or alternative Tor I p !ri 11):CjA � b acing should be considered. 111111141111p 3. N-ver exceed the design loading shown and never stack materials on inadequately braced trusses. 4. P ovide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 cs-s dsigner,erection supervisor,property owner and BOTTOM CHORDS al other interested parties. plates 0- 1/16"from outside edge of truss. 8 7 6 5 5. C t members to bear tightly against each other. 6. P ace plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jo nt and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO to ations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. D-sign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT th environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. U less otherwise noted,moisture content of lumber s all not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. U less expressly noted,this design is not applicable for PLATE SIZE u.e with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.C:mber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 :sponsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 .mber for dead load deflection. the length parallel to slots. 11.P ate type,size,orientation and location dimensions in•icated are minimum plating requirements. LATERAL BRACING LOCATION 12.L mber 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 soecified. �/ by text in the bracing section of the truss unless otherwise shown. 13.Tbp 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. 1 BEARING established by others. 15.Connections not shown are the responsibility of others. 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. =0 reaction section indicates joint M11111111 III1E number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. __ ►. fp 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mili ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. • 'la BCSI: Building Component Safety Information, e I( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015