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REV CALCS I13007297.BJ811107TSE E17g117 e eT117g Re: BJ811107 Chinook Lumber Inc Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Burlington). Pages or sheets covered by this seal: I13007297 thru I13007313 My license renewal date for the state of Washington is August 20, 2020. October 9,2019 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type city Ply Chinook Lumber Inc 113007297 BJ811107 A01 Hip Girder 1 Job Reference (optional) i ne i russ company tt5unmgion/, tsuningion, vvH - aazda, a.azU s Aug zo zu i e iwi i eK inausmes, inc. vvea act e t i s iu:ay zu 'd rage t ID:VaLaHiYR911YmQGjMgcW7WyJbzv-ingK1 NOTx2gORAvN5BngxdlRfwimvwmt812oFAyV9s_ t1-6-0, 5-9-0 8-10-8 12-0-0 16-8-9 21-6-14 26-5-2 31-3-7 36-0-0 39-1-8 42-3-0 48-0-0 49-6-0, 1-6-0 5-9-0 3-1-8 3-1-8 4-8-9 4-10-5 4-10-5 4-10-5 5-9-0 -6-0 2.00 12 5x12 = 3x6 3x6 = 4 5 4x12 = 3 '4 2 0 27 26 25 31 2x4 II 4x4 = 4x10 II Scale = 1:83.1 6x18 = 2x4 11 4x10 = 2x4 11 3x6 = 5x10 MT18HS = 3x6 6 7 28 29 308 9 10 11 12 3x6 = 13 M 14 15 M N Im 24 22 32 33 23 34 35 21 26 19 37 38 18 39 17 _ o 16 4x6 4x6 = 4x8 = 5x10 MT18HS = 6x12 = 2x4 6x10 = 4x4 = 2x4 11 2x4 4x6 = 8-10-8 i 2-0-0 16-8-9 21-6-14 26-5-2 31-3-7 35-5-8 36 0 0 39-1-8 42-3-0 48-0-0 5-9-0 3-1-8 3-1-8 4-8-9 4-10-5 4-10-5 4-10-5 4-2-1 0- - 3-1-8 3-1-8 5-9-0 Plate Offsets (X,Y)-- [2:0-5-4,0-0-1], [11:0-5-8,0-2-12], [14:0-4-11,Edge], [18:0-5-0,0-3-8], [21:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -1.00 24-25 >430 240 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -1.46 24-25 >295 180 TCDL 8 0 * Rep Stress Incr NO WB 0.92 Horz(CT) 0.13 18 n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-SH BCDL LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr *Except* TOP CHORD 5-9: 2x4 DF 240OF 2.0E BOT CHORD 2x6 DF 240OF 2.0E *Except* 20-23: 2x6 DF SS BOT CHORD WEBS 2x4 DF Stud *Except* 5-24,7-24,7-21,10-21,10-18: 2x4 HF No.2 REACTIONS. (lb/size) 2=4143/0-5-8, 18=12318/0-5-8, 14=-2063/0-5-8 Max Horz 2=-54(LC 48) Max Uplift 2=-1757(LC 6), 18=-4896(LC 7), 14=-2382(LC 29) Max Grav 2=4210(LC 30), 18=12541(LC 29), 14=945(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-20721/8336, 3-4=-22301/9003, 4-5=-22171/8838, 5-6=-23013/9065, 6-7=-23013/9065, 7-8=-12373/4793, 8-1 0=-1 2373/4793, 10-11=-5992/15323, 11 -1 2=-6088/15550, 12-13=-6332/16107, 13-14=-5448/13746 BOT CHORD 2-27=-8227/20407, 26-27=-8227/20407, 25-26=-8856/21997, 24-25=-8662/21869, 22-24=-7816/20184, 21-22=-7816/20184, 19-21=-865/290, 18-19=-865/290, 17-18=-15897/6295, 16-17=-13545/5392, 14-16=-13545/5392 WEBS 3-27=-892/436, 3-26=-850/1957, 4-26=-138/299, 4-25=-854/423, 5-25=-1126/3097, 5-24=-870/1238, 6-24=-396/235, 7-24=-1362/3399, 7-22=-535/1498, 7-21=-8411/3382, 8-21=-409/214, 10-21=-5146/13184, 10-19=-377/1060, 10-18=-16713/6496, 11-18=-2883/1170, 12-18=-906/631, 12-17=-307/312, 13-17=-2807/1075, 13-16=-264/833 PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 698 lb FT = 20% Structural wood sheathing directly applied or 3-11-6 oc purlins, except 2-0-0 oc purlins (5-6-15 max.): 5-11. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 25-5 2x4 - 2 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp C; Partially 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 20.0 psf or 1.00 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. (5t)nThe(E4bfiq V9 tolerance at joint 11 = 16% "rJ � �rPf 19959 r NAIJ October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type City Ply Chinook Lumber Inc 113007297 BJ811107 A01 Hip Girder 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:39 2019 Page 2 ID:VaLaHiYR911YmQGjMgcW7WyJbzv-ingK1 NOTx2gORAvN5BngxdlRfwimvwmt812oFAyV9s_ NOTES- 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 23.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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1757 lb uplift at joint 2, 4896 lb uplift at joint 18 and 2382 lb uplift at joint 14. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2188 lb down and 852 lb up at 12-0-0, 545 lb down and 225 lb up at 14-0-12, 545 lb down and 225 lb up at 16-0-12, 545 lb down and 225 lb up at 18-0-12, 545 lb down and 225 lb up at 20-0-12, 545 lb down and 225 lb up at 22-0-12, 545 lb down and 225 lb up at 24-0-12, 545 lb down and 225 lb up at 26-0-12, 545 lb down and 225 lb up at 28-0-12, 545 lb down and 225 lb up at 30-0-12, 545 lb down and 225 lb up at 32-0-12, and 545 lb down and 225 lb up at 34-0-12, and 2188 lb down and 852 lb up at 35-11-4 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: 1-5=-66, 5-11=-66, 11-15=-66, 2-14=-14 Concentrated Loads (lb) Vert: 23=-545(F) 25=-2188(F) 18=-2188(F) 20=-545(F) 31=-545(F) 32=-545(F) 33=-545(F) 34=-545(F) 35=-545(F) 36=-545(F) 37=-545(F) 38=-545(F) 39=-545(F) A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component eTRUSS aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1CO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007298 BJ811107 A02 Hip 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:41 2019 Page 1 I D:VaLaHiYR911 YmQGjMgcW7WyJbzv-e4o5S3QkTgx6gU31Ccg1020r1 kQvNpDAbcXuJ3yV9ry t1-6-0 8-3-12 14-0-0 20-8-0 27-4-0 34-0-0 39-8 4 48-0-0 49-6-0, h-6-0 8-3-12 5-8-4 6-8-0 6-8-0 6-8-0 5-8-4 8-3-12 -6-0 2.00 12 5x8 = 3x6 = 3x6 = 4x10 = 21 111111 111111 �;i 6 4x6 = 2x4 II 4x12 6x6 = 4x6 = Scale = 1:84.4 5x10 MT18HS = 3x6 4x10 = 18 17 16 15 14 13 12 11 4x6 =4x8 = 4x6 =4x8 = 2x4 II 5x6 8-3-12 14-0-0 24-0-0 34-0-0 3 -2-1 39-8-4 40 -10 48-0-0 8-3-12 5-8 4 10-0-0 10-0-0 1-2-1 4-5-8 0-7- 7-8-6 Plate Offsets (X,Y)-- [2:0-4-15,Edge], [7:0-4-4,Edge], [9:0-5-4,0-0-3], [13:0-3-8,0-2-0] LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 Rep Stress Incr YES BCLL 0.0 Code IRC2015/TP12014 BCDL 7.0 CSI. DEFL. in (loc) I/defl L/d TC 0.72 Vert(LL) -0.55 17-18 >763 240 BC 0.67 Vert(CT) -0.86 17-18 >492 180 WB 0.99 Horz(CT) 0.10 12 n/a n/a Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 DF 240OF 2.0E TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except` BOT CHORD 5-17,6-13: 2x4 DF No. 1&Btr WEBS REACTIONS. (lb/size) 2=1312/0-5-8, 12=2693/0-5-8, 9=26/0-5-8 Max Horz 2=-59(LC 7) Max Uplift 2=-643(LC 6), 12=-1064(LC 7), 9=-302(LC 43) Max Grav 2=1451(LC 30), 12=2699(LC 29), 9=402(LC 34) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5496/2343, 3-4=-4373/1863, 4-5=-4270/1852, 5-6=-3402/1208, 6-7=-909/2328, 7-8=-1410/3592, 8-9=-1153/2743 BOT CHORD 2-18=-2308/5379, 17-18=-2308/5379, 15-17=-1684/4402, 13-15=-747/2225, 12-13=-2248/958, 11-12=-2686/1161, 9-11=-2686/1161 WEBS 3-17=-1720/577, 4-17=-64/344, 5-17=-267/1047, 5-15=-1190/692, 6-15=-505/1405, 6-13=-4600/1816, 7-13=-403/1396, 7-12=-2712/955, 8-12=-1897/633, 8-11=0/257 PLATES GRIP MT20 220/195 MT18HS 220/195 Weight: 225 lb FT = 20% Structural wood sheathing directly applied or 2-5-8 oc purlins, except 2-0-0 oc purlins (3-1-15 max.): 4-7. Rigid ceiling directly applied or 5-0-0 oc bracing. 1 Row at midpt 6-13 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 11; Exp C; Partially 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 643 lb uplift at joint 2, 1064 lb uplift at joint 12 and 302 lb uplift at joint 9. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ., t �rPf 19959 October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type city Ply Chinook Lumber Inc 113007299 BJ811107 A03 Hip 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:42 2019 Page 1 ID:VaLaHiYR911 YmQGjMgcW7WyJbzv-6GMTfPQM Ez3zledxmJLXYFw?871Q6JBJgGGSrVyV9rx t1-6-0 8-6-0 16-0-0 24-0-0 32-0-0 39-6-0 48-0-0 49-6-0, h-s-o a-s-o 7-6-0 s-o-o 6-0-0 7-6-0 a-s-o -6-0 2.00 12 6x8 = �21 111 A 6 4x6 — 2x4 11 8x10 MT18HS — Scale = 1:84.4 2x4 11 6x12 MT18HS = 4x10 = 15 14 13 12 11 10 4Xb =4x8 = 5x12 — 7x8 4x6 II 2x4 11 8-6-0 16-0-0 24-0-0 32-0-0 35-2-12 39-6-0 48-0-0 8: 6-0 7-6-0 8-0-0 8-0-0 3-2-12 4-3-4 8-6-0 Plate Offsets (X,Y)-- [2:0-4-15,Edge], [8:0-5-4,0-0-3], [12:0-4-0,0-4-8], [13:0-2-8,0-2-8], [14:0-4-0,0-4-8] LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 Rep Stress Incr YES BCLL 0.0 Code IRC2015/TP12014 BCDL 7.0 CSI. DEFL. in (loc) I/defl L/d TC 0.83 Vert(LL) -0.59 14-15 >718 240 BC 0.71 Vert(CT) -0.91 14-15 >461 180 WB 0.82 Horz(CT) 0.09 11 n/a n/a Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 DF 240OF 2.0E TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud `Except` 3-14,4-13,6-13: 2x4 HF No.2 BOT CHORD WEBS REACTIONS. (lb/size) 2=1326/0-5-8, 11=2615/0-5-8, 8=91/0-5-8 Max Horz 2=-66(LC 7) Max Uplift 2=-647(LC 6), 11=-1006(LC 7), 8=-228(LC 43) Max Grav 2=1527(LC 30), 11=2615(LC 1), 8=426(LC 34) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5753/2370, 3-4=-4064/1695, 4-5=-3180/1249, 5-6=-3180/1249, 6-7=-1259/3338, 7-8=-970/2321 BOT CHORD 2-15=-2342/5617, 14-15=-2342/5617, 13-14=-1611/3974, 12-13=-943/332, 11 -1 2=-943/332, 10-11=-2268/980, 8-10=-2268/980 WEBS 3-14=-2345/773, 4-14=-111/606, 4-13=-1665/594, 5-13=-900/413, 6-13=-1495/3658, 6-11=-3355/1331, 7-11=-2069/711, 7-10=0/269 PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 222 lb FT = 20% Structural wood sheathing directly applied or 2-2-14 oc purlins, except 2-0-0 oc purlins (3-2-15 max.): 4-6. Rigid ceiling directly applied or 5-6-3 oc bracing. 1 Row at midpt 3-14, 4-13, 6-13, 6-11 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 11; Exp C; Partially 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 647 lb uplift at joint 2, 1006 lb uplift at joint 11 and 228 lb uplift at joint 8. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007300 BJ811107 A04 Hip 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:44 2019 Page 1 ID:VaLaHiYR911 YmQGjMgcW7 WyJ bzv-3fUD45SclbJgXyn KukN?egOlTxQaaBKcHalYwNyV9ry 11-6-0 7-9-0 12-10-8 18-0-0 24-0-0 30-0-0 35-1-8 35-$ 12 40-3-0 48-0-0 49-6-0, h-6-0 7-9-0 5-1-8 5-1-8 6-0-0 6-0-0 5-1-8 0- -4 5-0-4 7-9-0 -6-0 6 Scale = 1:84.4 2.00 12 5x6 = 5x6 = 3x6 = 3x8 = 4x8 4 20 5 6 7 21 8 4x10 = 18 17 16 15 14 13 12 4x6 = 4x8 = 4x6 = 4x4 = 6x6 = 410 = 5x10 = 5x6 II 4x6 = 2x4 11 10-3-12 18-0-0 30-0-0 35-2-12 40-3-0 48-0-0 10-3-12 7-8-4 12-0-0 5-2-12 5-0-4 7-9-0 Plate Offsets (X,Y)-- [2:0-4-15,Edge], [8:0-2-8,0-1-8], [10:0-5-4,0-0-3], [15:0-1-12,0-2-0] LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 * Rep Stress Incr YES BCLL 0.0 Code IRC2015/TP12014 BCDL 7.0 CSI. DEFL. in (loc) I/defl L/d TC 0.97 Vert(LL) -0.58 16-18 >724 240 BC 0.73 Vert(CT) -0.88 16-18 >478 180 WB 0.90 Horz(CT) 0.08 13 n/a n/a Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except* BOT CHORD 4-16,8-15: 2x4 HF No.2 WEBS REACTIONS. (lb/size) 2=1330/0-5-8, 13=2601/0-5-8, 10=101/0-5-8 Max Horz 2=-73(LC 7) Max Uplift 2=-645(LC 6), 13=-966(LC 7), 10=-181(LC 43) Max Grav 2=1590(LC 30), 13=2796(LC 30), 10=380(LC 34) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6266/2488, 3-4=-5242/2060, 4-5=-3634/1432, 5-6=-3557/1429, 6-7=-581/233, 7-8=-586/258, 8-9=-1135/3291, 9-10=-909/2164 BOT CHORD 2-18=-2468/6126, 16-18=-1867/4616, 15-16=-1027/2628, 13-15=-3211/1177, 12-13=-2117/919, 10-12=-2117/919 WEBS 3-18=-1078/519, 4-18=-180/784, 4-16=-1620/590, 5-16=-16/261, 6-16=-420/1472, 6-15=-2462/1092, 7-15=-324/209, 8-15=-1299/3539, 8-13=-2244/809, 9-13=-1779/581, 9-12=0/256 PLATES GRIP MT20 185/148 Weight: 227 lb FT = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-0-5 max.): 5-7. Rigid ceiling directly applied or 4-7-13 oc bracing. 1 Row at midpt 6-15 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 11; Exp C; Partially 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645 lb uplift at joint 2, 966 lb uplift at joint 13 and 181 lb uplift at joint 10. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007301 BJ811107 A05 Hip 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:46 2019 Page 1 I D:VaLaHiYR911 YmQGjMgcW7WyJbzv-?1 b_VnTsHCZOnFxj?9PTj55gfl6123Zvlu Ef_GyV9rt 11-6-0, 8-5-0 14-2-8 20-0-0 24-0-0 28-0-0 33-9-8 39-7-0 48-0-0 49-6-0, i-6-0 8-5-0 5-9-8 5-9-8 4-0-0 4-0-0 5-9-8 5-9-8 8-5-0 -6-0 M A 6 2.00 12 3x6 5x6 = 5x6 = 3x6 = 4x10 Scale = 1:85.8 4x10 = 20 19 18 17 16 15 14 4x6 =4x8 = 4x6 = 4x4 6x6 = 4x8 = 4x12 = 4x6 = 6x8 II 2x4 \\ 11-3-12 20-0-0 28-0-0 35-2-12 40-3-10 48-0-0 11-3-12 8-8-4 8-0-0 7-2-12 5-0-14 7-8-6 Plate Offsets (X,Y)-- [2:0-4-15,Edge], [12:0-5-4,0-0-3], [17:0-3-4,0-2-0] LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 * Rep Stress Incr YES BCLL 0.0 Code IRC2015/TP12014 BCDL 7.0 CSI. DEFL. in (loc) I/defl L/d TC 0.86 Vert(LL) -0.60 18-20 >698 240 BC 0.75 Vert(CT) -0.89 20 >475 180 WB 0.98 Horz(CT) 0.08 15 n/a n/a Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr *Except* TOP CHORD 6-8: 2x4 HF No.2, 1-4,10-13: 2x4 DF 240OF 2.0E BOT CHORD 2x6 DF SS BOT CHORD WEBS 2x4 DF Stud WEBS REACTIONS. (lb/size) 2=1334/0-5-8, 15=2620/0-5-8, 12=77/0-5-8 Max Horz 2=80(LC 6) Max Uplift 2=-640(LC 6), 15=-936(LC 7), 12=-189(LC 17) Max Grav 2=1660(LC 30), 15=3039(LC 30), 12=297(LC 34) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6575/2428, 3-5=-5414/1942, 5-6=-3126/1203, 6-7=-3045/1204, 7-8=-1044/424, 8-9=-1086/406, 9-11=-1194/3778, 11-12=-941/2306 BOT CHORD 2-20=-2413/6427, 18-20=-1729/4555, 17-18=-834/2300, 15-17=-2024/690, 14-15=-2348/935, 12-14=-2254/952 WEBS 3-20=-1221/585, 5-20=-200/946, 5-18=-1917/693, 9-17=-1056/2939, 9-15=-2908/962, 11-15=-1754/643, 11-14=0/296, 7-18=-375/1177, 7-17=-1626/681 PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 228 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-1-2 max.): 6-8. Rigid ceiling directly applied or 5-5-2 oc bracing. 1 Row at midpt 5-18 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 11; Exp C; Partially 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 640 lb uplift at joint 2, 936 lb uplift at joint 15 and 189 lb uplift at joint 12. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L• �'C! ►, NVA "rJ � �rPf 19959 r NAIJ October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007302 BJ811107 A06 Hip 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:47 2019 Page 1 I D:VaLaHiYR911 YmQGjMgcW7WyJbzv-TD9Mi6UU2WhFOPWvZtwi FJdrX8a7nZr2_Y_DXiyV9rs t1-6-0, 7-10-11 13-1-13 18-5-0 24-0-0 29-7-0 34-10-3 40-1-5 , 48-0-0 49-6-0 i-6-0 7-10-11 5-3-3 5-3-3 5-3-3 7-10-11 6-0 2.00 12 3x8 3x6 = 5 23 6x6 = 2x4 II 6x6 = 3x8 = 6 7 8 24 9 3x6 zz 10 3x6 = 11 Scale = 1:85.8 4x10 = 22 21 20 19 18 17 16 15 14 4x8 = 2x4 // 4x8 = 2x4 II 7-5-2 12-2-12 18-5-0 24-0-0 29-7-0 35-2-12 40-1-5 48-0-0 7-5-2 4-9-10 6-2-4 5-7-0 5-7-0 5-7-12 4-10-9 7-10-11 Plate Offsets (X,Y)-- [2:0-3-4,0-0-1], [12:0-5-4,0-0-1] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. DEFL. in (loc) I/defl L/d TC 0.85 Vert(LL) -0.09 18 >999 240 BC 0.23 Vert(CT) -0.13 18 >999 180 WB 0.79 Horz(CT) 0.00 12 n/a n/a Matrix-SH PLATES GRIP MT20 185/148 Weight: 224 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except BOT CHORD 2x6 DF SS 2-0-0 oc purlins (3-11-0 max.): 6-8. WEBS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 18-19,17-18. REACTIONS. All bearings 0-5-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=75(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-234(LC 6), 21=-697(LC 6), 15=-706(LC 7), 12=-250(LC 7) Max Grav All reactions 250 lb or less atjoint(s) except 2=594(LC 30), 21=1729(LC 30), 15=1760(LC 30), 12=625(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-498/193, 3-5=-469/1217, 5-6=-929/346, 6-7=-1536/565, 7-8=-1536/565, 8-9=-817/298, 9-11=-428/1193, 11-12=-580/207 BOT CHORD 2-22=-197/434, 21-22=-239/386, 19-21=-606/225, 18-19=-267/928, 17-18=-215/821, 15-17=-882/407, 14-15=-163/514, 12-14=-163/514 WEBS 3-21=-1613/595, 5-21=-1393/618, 5-19=-519/1498, 6-19=-513/260, 8-17=-596/289, 9-17=-587/1664, 9-15=-1326/585, 11-15=-1708/595, 7-18=-633/289, 6-18=-231/683, 8-18=-282/804 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 P ( ) Category P Y P.; �SLP 2 TCLL: ASCE 7-10; Pf=25.0 psf flat roof snow); Cate o II; Ex C; Partial) Ex 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 1.00 times flat roof load of 25.0 psf on overhangs PLV� �4 NVA,.0 � non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 4x6 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 2, 697 lb uplift at 9959 joint 21, 706 lb uplift at joint 15 and 250 lb uplift at joint 12. figs 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4 .ti 1 <v�NAIJ October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Al 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007303 BJ811107 A07 Hip 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:49 2019 Page 1 I D:VaLaHiYR911 YmQGjMgcW7WyJbzv-PcH67oWla7xzejg Ig HzAKkjCpyFkFVzLRsTJ bbyV9rq t1-6-0 7-2-11 11-9-13 12-zi12 16-5-0 24-0-0 31-7-0 36-2-3 40-9-5 48-0-0 49-6-0, h-6-0 7-2-11 4-7-3 0- 5 4-2 4 7-2-11 -6-0 2.00 12 6x8 = 3x8 M21 M O 4x6 = 2x4 II 4x6 = 7x8 = 2x4 II 6x8 = 4x6 Scale = 1:84.4 4x10 = 19 18 17 16 15 4x6 4x8 = 14 13 12 4x10 = 6x6 = 4x4 = 4x6 = 7-5-2 12-2-12 16-5-0 24-0-0 31-7-0 35-2-12 40-3-10 48-0-0 7-5-2 4-9-10 4-2 4 7-7-0 7-7-0 3-7-12 5-0-14 7-8-6 Plate Offsets (X,Y)-- [2:0-3-4,0-0-1], [3:0-2-8,0-1-8], [7:0-2-12,Edge], [10:0-54,0-0-3], [14:0-0-0,0-2-12], [15:0-2-12,0-1-4], [15:0-1-12,0-0-0], [17:04-0,04-8] N 1 M N TM O 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 0.80 Vert(LL) -0.14 16 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) -0.18 16 >999 180 Rep Stress Incr YES WB 0.69 Horz(CT) 0.00 18 n/a n/a BCDDL O.0 Code IRC2015/TP12014 Matrix-SH Weight: 223 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins, except 5-7: 2x4 DF No.1 &Btr 2-0-0 oc purlins (3-3-7 max.): 5-7. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud *Except* 5-16,7-16: 2x4 HF No.2 REACTIONS. All bearings 0-5-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=-68(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-233(LC 6), 18=-707(LC 6), 13=-723(LC 7), 10=-244(LC 7) Max Grav All reactions 250 lb or less atjoint(s) except 2=606(LC 30), 18=1697(LC 17), 13=1737(LC 18), 10=621(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-595/261, 3-4=-455/1180, 4-5=-669/249, 5-6=-1956/661, 6-7=-1956/661, 7-8=-472/1313, 8-9=-427/262, 9-10=-693/233 BOT CHORD 2-19=-250/530, 18-19=-283/496, 17-18=-1145/486, 16-17=-133/694, 15-16=-259/544, 13-15=-256/548, 12-13=-950/445, 10-12=-191/631 WEBS 3-18=-1627/580, 4-18=-1271/564, 4-17=-667/1793, 5-17=-704/354, 5-16=-464/1330, 6-16=-848/394, 7-16=-535/1490, 7-13=-1875/731, 8-13=-861/331, 8-12=-433/1369, 9-12=-556/274 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate '7"dtA� grip DOL=1.60 L. 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.10 ��� 4 WA , 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 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide % f will fit between the bottom chord and any other members. t t 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint 2, 707 lb uplift at f 159 joint 18, 723 lb uplift at joint 13 and 244 lb uplift at joint 10. 4 sv�f,R.y l Ftt�� ti 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.NAI J October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Al 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007304 BJ811107 A08 Roof Special 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:51 2019 Page 1 I D:VaLaHiYR911 YmQGjMgcW7WyJbzv-L?PtYUX?6kBhtOpgoi?eQ9oZxmxkjOQeuAyQgTyV9ro t1-6-0 8-6-4 14-5-0 20-5-0 26-5-0 , 30-0-0 35-1-8 35-$ 12 40-3-0 , 48-0-0 49-6-0, h-6-0 8-6-4 5-10-12 3-7-0 5-1-8 0- -4 5-0-4 -6-0 1 1 r.i 6 4x6 = 2x4 /i Scale = 1:84.4 2.00 12 5x12 = 5x8 = 5x6 = 2x4 II 3x6 = 7 22 8 4x10 = 19 18 17 16 15 14 13 12 4x6 =4x8 = 4x4 = 4x6 4x4 = 4x8 = 4x6 — 4x10 = 2x4 11 12-2-12 14-5-0 26-5-0 35-2-12 40-3-0 48-0-0 7-5-2 4-9-10 2-2-4 12-0-0 8-9-12 5-0-4 7-9-0 Plate Offsets (X,Y)-- [2:0-3-4,0-0-3], [10:0-5-4,0-0-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. DEFL. in (loc) I/defl L/d TC 0.76 Vert(LL) -0.11 15-17 >999 240 BC 0.25 Vert(CT) -0.20 15-17 >999 180 WB 0.75 Horz(CT) 0.02 13 n/a n/a Matrix-SH PLATES GRIP MT20 185/148 Weight: 222 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins, 1-4: 2x4 OF No. 1&Btr except BOT CHORD 2x6 DF SS 2-0-0 oc purlins (3-8-6 max.): 4-6. WEBS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 15-17,13-15. WEBS 1 Row at midpt 5-17, 7-13 REACTIONS. All bearings 0-5-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=74(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-232(LC 6), 18=-709(LC 10), 13=-552(LC 11), 10=-271(LC 7) Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 32), 18=1715(LC 17), 13=1701(LC 18), 10=499(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-555/354, 3-4=-532/1386, 4-5=-97/394, 5-6=-1531/523, 6-7=-1542/535, 7-8=-264/1051, 8-9=-310/1052, 9-10=-614/260 BOT CHORD 2-19=-329/489, 18-19=-438/362, 17-18=-363/176, 15-17=-572/1637, 13-15=-187/617, 12-13=-215/564, 10-12=-215/564 WEBS 3-19=0/337, 3-18=-1709/643, 4-18=-1722/600, 4-17=-134/715, 5-17=-17101773, 5-15=-242/391, 6-15=-667/289, 7-15=-339/1155, 7-13=-1673/598, 8-13=-518/236, 9-13=-1567/587 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ''"dt'f , grip DOL=1.60 Ift PO ), 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.10 �� v4 A' 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •`f will fit between the bottom chord and any other members. 1 t t 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 2, 709 lb uplift at f 59 r joint 18, 552 lb uplift at joint 13 and 271 lb uplift at joint 10. 4 v ,ryI 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. NAI J k October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Al 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007305 BJ811107 A09 Roof Special 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:53 2019 Page 1 I D:VaLaHiYR911 YmQGjMgcW7WyJbzv-I N WdzAZFeMRP6Kz3v716VatssZdwBHvxMU RXkMyV9rm t1-6-0 7-6-4 12-5-0 18-5-0 24-5-0 30-0-0 35-1-8 35-$ 12 40-3-0 , 48-0-0 49-6-0, h-6-0 7-6-4 4-10-12 0- -4 5-0-4 -6-0 2.00 12 6x10 = 2x4 � 1 111 O 4x6 = 2x4 II 5x6 = 4x6 — 4x10 = 6x10 = 5x6 = 2x4 11 7 23 8 Scale = 1:84.4 4x10 = 19 18 17 16 15 14 13 12 4x6 =4x8 = 4x6 = 4x6 = 4x10 = 2x4 II 7-6-4 12-2-12 12- -0 18-5-0 N 5-0 35-2-12 40-3-0 48-0-0 7-6 4 4-8-8 0- 4 6-0-0 6-0-0 10-9-12 5-0-4 7-9-0 Plate Offsets (X,Y)-- [2:0-3-4,0-0-1], [10:0-5-4,0-0-3], [16:0-4-8,0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. DEFL. in (loc) I/defl L/d TC 0.86 Vert(LL) -0.15 15-16 >999 240 BC 0.21 Vert(CT) -0.21 15-16 >999 180 WB 0.82 Horz(CT) 0.01 13 n/a n/a Matrix-SH PLATES GRIP MT20 185/148 Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, BOT CHORD 2x6 DF SS except WEBS 2x4 DF Stud 2-0-0 oc purlins (4-3-12 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 15-16,13-15. WEBS 1 Row at midpt 7-13 REACTIONS. All bearings 0-5-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=74(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-213(LC 6), 18=-734(LC 10), 13=-550(LC 7), 10=-269(LC 7) Max Grav All reactions 250 lb or less atjoint(s) except 2=579(LC 35), 18=1768(LC 17), 13=1707(LC 18), 10=488(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-555/562, 3-4=-606/1521, 4-5=-1188/386, 5-6=-1188/386, 6-7=-1751/619, 7-8=-320/1130, 8-9=-346/1129, 9-10=-545/337 BOT CHORD 2-19=-537/495, 18-19=-537/495, 16-18=-1389/578, 15-16=-555/1719, 13-15=-176/506, 12-13=-291/495, 10-12=-291/495 WEBS 3-18=-1749/601, 4-18=-1277/588, 4-16=-963/2439, 5-16=-664/301, 6-16=-911/228, 6-15=-523/277, 7-15=-410/1334, 7-13=-1667/653, 8-13=-515/234, 9-13=-1542/615 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 11; Exp C; Partially 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint 2, 734 lb uplift at joint 18, 550 lb uplift at joint 13 and 269 lb uplift at joint 10. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Al 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007306 BJ811107 A10 Roof Special 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:54 2019 Page 1 ID:VaLaHiYR911YmQGjMgcW7WyJbzv-ma4?AWatPFZGkUYFTrYL1 nQOBzzkwhg4b8A4GoyV9d t1-6-0 6-6-4 10-5-0 16-5-0 22-5-0 30-0-0 35-2-12 40-3-10 , 48-0-0 49-6-0, h-6-0 6-6-4 3-10-12 5-2-12 5-0-14 7-8-6 6-0 2.00 12 6x8 = � 1 O 4x6 = 4x6 = 4x4 — 5x8 = 5x12 = 6x6 = 3x8 zz 7 23 8 Scale = 1:84.4 4x10 = 19 18 17 16 15 14 13 12 4x6 =4x8 = 4x6 = 4x6 — 5x10 =4x6 — 4x6 = 2x4 II 6-6-4 12-2-12 22-5-0 30-0-0 35-2-12 40-3-10 48-0-0 6-6-4 5-8-8 10-2 4 7-7-0 5-2-12 5-0-14 7-8-6 Plate Offsets (X,Y)-- [2:0-3-4,0-0-1], [10:0-5-4,0-0-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. DEFL. in (loc) I/defl L/d TC 0.95 Vert(LL) -0.18 16 >999 240 BC 0.23 Vert(CT) -0.26 16 >999 180 WB 0.98 Horz(CT) 0.01 13 n/a n/a Matrix-SH PLATES GRIP MT20 185/148 Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 6-7: 2x4 OF No.1 &Btr 2-0-0 oc purlins (2-2-0 max.): 4-6. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF Stud *Except* 10-0-0 oc bracing: 15-16. 6-15: 2x4 HF No.2 WEBS 1 Row at midpt 6-15 REACTIONS. All bearings 0-5-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=-75(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-223(LC 6), 18=-712(LC 10), 13=-568(LC 7), 10=-261(LC 7) Max Grav All reactions 250 lb or less atjoint(s) except 2=587(LC 35), 18=1723(LC 17), 13=1748(LC 18), 10=465(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-746/253, 3-4=-724/246, 4-5=-775/1788, 5-6=-1968/692, 6-7=-573/209, 7-8=-524/227, 8-9=-397/1348, 9-10=-434/455 BOT CHORD 2-19=-235/689, 18-19=-994/379, 16-18=-273/843, 15-16=-645/1936, 13-15=-1305/455, 12-13=-431/386,10-12=-431/386 WEBS 3-19=-494/234, 4-19=-495/1437, 4-18=-1068/550, 5-18=-2413/1137, 5-16=-406/1603, 6-16=-322/211, 6-15=-1461/520, 7-15=-314/170, 8-15=-628/1816, 8-13=-1241/446, 9-13=-1595/586 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ''"dt'f , grip DOL=1.60 Ift PO ), 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.10 �� v4 A' 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •` f will fit between the bottom chord and any other members. 1 t t 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 2, 712 lb uplift at f 59 r joint 18, 568 lb uplift at joint 13 and 261 lb uplift at joint 10. 4 v ,ryI 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. NAI J k October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Al 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007307 BJ811107 A11 Roof Special Girder 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:58 2019 Page 1 ID:VaLaHiYR911 YmQGjMgcW7 WyJ bzv-eLKWOtdOSu4hD5sOigdHCdbpzaKcseagVm81 PayV9rh t1-6-0 5-5-8 8-3-8 12-2-12 16-3-2 20-3-8 25-1-12 , 30-0-0 35-2-12 38-7-5 41-1 5 48-0-0 49-6-0, h-6-0 5-5-8 2-10-0 3-11-4 4-0-6 4-0-6 4-10 4 4-10 4 5-2-12 3-4-9 3 4-9 5x6 = 2.00 12 3x6 = 3x6 = 5x8 8 9 10 Al 6 4x4 = Scale = 1:84.4 4x10 = 24 29 23 30 22 21 20 19 18 17 16 15 4x6 =4x8 = 4x6 = 4x8 11 4x8 — 4x6 — 2x4 11 4x4 = 4x8 — 4x6 = 4x4 4x4 — 8-3-8 12-2-12 16-3-2 20-3-8 25-1-12 30-0-0 35-2-12 40-3-10 48-0-0 8-3-8 3-11 4 4-0-6 4-0-6 4-10 4 4-10 4 5-2-12 5-0-14 7-8-6 Plate Offsets (X,Y)-- [2:0-3-4,0-0-1], [13:0-5-4,0-0-3], [22:0-2-14,0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. DEFL. in (loc) I/defl L/d TC 0.45 Vert(LL) -0.07 2-24 >999 240 BC 0.24 Vert(CT) -0.10 2-24 >999 180 WB 0.40 Horz(CT) 0.01 16 n/a n/a Matrix-SH PLATES GRIP MT20 185/148 Weight: 452 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS 2-0-0 oc purlins (10-0-0 max.): 4-7. WEBS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-5-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=74(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-343(LC 6), 23=-1224(LC 10), 16=-614(LC 52), 13=-262(LC 7) Max Grav All reactions 250 lb or less atjoint(s) except 2=889(LC 35), 23=3006(LC 17), 16=1696(LC 18), 13=471(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2676/882, 3-4=-1718/736, 4-5=-852/2116, 5-6=-852/2116, 6-7=-715/772, 7-8=-1494/658, 8-9=-501/202, 9-10=-472/208, 10-11=-452/1294, 11-12=-307/457, 12-13=-808/423 BOT CHORD 2-24=-905/2604, 23-24=-629/1669, 21-23=-772/789, 20-21=-915/1597, 19-20=-920/1590, 18-19=-618/1444, 16-18=-1252/548, 15-16=-674/370, 13-15=-381/768 WEBS 3-24=-1003/494, 4-24=-329/1111, 4-23=-3647/1386, 5-23=-502/264, 6-23=-2065/906, 6-21=-101/447, 7-21=-1871/670, 7-19=-561/317, 8-18=-1100/545, 9-18=-284/142, 10-18=-664/1618, 10-16=-1183/488, 11-16=-969/341, 11-15=-135/519, 12-15=-701/386 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 24-4 2x4 - 2 rows staggered at 0-2-0 oc, member 5-23 2x4 - 1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp C; Partially 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 20.0 psf or 1.00 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) 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 23.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. Continued on page 2 L• PO ►, "rJ � �rPf 19959 r NAIJ October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type City Ply Chinook Lumber Inc 113007307 BJ811107 A11 Roof Special Girder 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:10:58 2019 Page 2 ID:VaLaHiYR911 YmQGjMgcW7 WyJ bzv-eLKWOtdOSu4hD5sOigdHCdbpzaKcseagVm81 PayV9rh NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 2, 1224 lb uplift at joint 23, 614 lb uplift at joint 16 and 262 lb uplift at joint 13. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 76 lb up at 8-3-8, and 98 lb down and 76 lb up at 10-4-4, and 92 lb down and 73 lb up at 11-10-4 on top chord, and 935 lb down and 377 lb up at 8-3-8, and 214 lb down and 72 lb up at 10-4-4, and 220 lb down and 86 Ib up at 11-10-4 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: 1-4=-66, 4-7=-66, 7-9=-66, 9-14=-66, 2-13=-14 Concentrated Loads (lb) Vert: 24=-935(B) 4=-63(B) 26=-63(B) 27=-57(B) 29=-214(B) 30=-220(B) A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component eTRUSS aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Al 53719. Li1CO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007308 BJ811107 B01 Hip Girder 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:11:01 2019 Page 1 I D:VaLaHiYR911 YmQGjMgcW7WyJbzv-3w?fevfGlpSG4ZabN pA_gGDH9oH73uc6gNyOuyV9re 1-6-0 5-11-8 9-3-8 12-7-8 18-0-0 23-4-8 26-8-8 30-0-8 36-0-0 1-6-0 5-11-8 3 4-0 3 4-0 5 4-8 5 4-8 3 4-0 3-4-0 5-11-8 2.00 12 3x4 6x12 = 2x4 II 6x12 = 3x4 = 4x10 II "' -'3 L-I LL 2x4 4x4 = 6x8 — 5x16 = 4x10 11 4x4 = 2x4 11 5-11-8 9-3-8 12-7-8 12- -4 18-0-0 23-4-8 26-8-8 30-0-8 36-0-0 5-11-8 3-4-0 3-4-0 0-1- 2 5-2-12 5-4-8 3-4-0 3-4-0 5-11-8 Plate Offsets (X,Y)-- [2:0-5-4,0-0-1], [5:0-5-12,0-3-0], [7:0-5-12,0-3-0], [10:0-5-4,0-0-1], [14:0-8-0,0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. DEFL. in (loc) I/defl L/d TC 0.65 Vert(LL) -0.35 12 >779 240 BC 0.57 Vert(CT) -0.52 12 >533 180 WB 0.83 Horz(CT) 0.02 10 n/a n/a Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except* 5-14,7-14: 2x4 HF No.2 BOT CHORD REACTIONS. (lb/size) 10=2137/0-5-8, 2=-589/0-5-8, 16=6977/0-5-8 Max Horz 2=64(LC 6) Max Uplift 10=-888(LC 7), 2=-845(LC 18), 16=-2734(LC 6) Max Grav 10=2273(LC 30), 2=531(LC 44), 16=6993(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2214/5450, 3-4=-2720/6832, 4-5=-2562/6954, 5-6=-4438/1771, 6-7=-4438/1771, 7-8=-10332/4137, 8-9=-10997/4426, 9-10=-10812/4301 BOT CHORD 2-18=-5363/2238, 17-18=-5363/2238, 16-17=-6736/2764, 14-16=-7225/2783, 13-14=-4088/10445, 12-13=-4301/10837, 11-12=-4214/10621, 10-11=-4214/10621 WEBS 3-18=-110/440, 3-17=-1987/698, 4-17=-216/322, 4-16=-954/547, 5-16=-5612/2281, 5-14=-4757/11915, 6-14=-539/277, 7-14=-6901/2624, 7-13=-1424/3851, 8-13=-1072/449, 8-12=-123/320, 9-12=-797/663, 9-11=-426/236 Scale = 1:62.1 PLATES GRIP MT20 185/148 Weight: 486 lb FT = 20% Structural wood sheathing directly applied or 5-11-7 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-7. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 16-5 2x4 - 2 rows staggered at 0-4-0 oc, member 13-7 2x4 - 2 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp C; Partially 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 20.0 psf or 1.00 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) 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 888 lb uplift at joint 10, 845 lb uplift at joint 2 and 2734 lb uplift at joint 16. c1dlitifiomWabpgdia representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L• PO ►, "rJ � �rPf 19959 r NAIJ October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007308 BJ811107 B01 Hip Girder 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:11:01 2019 Page 2 I D:VaLaHiYR911 YmQGjMgcW7WyJbzv-3w?fevfGlpSG4ZabN pA_gGDH9oH73uc6gNyOuyV9re NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 577 Ib down and 241 Ib up at 14-0-12, 577 Ib down and 241 Ib up at 16-0-12, 577 Ib down and 241 Ib up at 18-0-0, 577 Ib down and 241 Ib up at 20-0-0, and 577 Ib down and 241 Ib up at 22-0-0, and 2684 Ib down and 1044 Ib up at 23-4-8 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: 1-5=-66, 5-7=-66, 7-10=-66, 2-10=-14 Concentrated Loads (lb) Vert: 15=-577(F) 14=-577(F) 13=-2684(F) 20=-577(F) 21 =-577(F) 22=-577(F) A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component eTRUSS aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1CO. INC. Job Truss Truss Type city Ply Chinook Lumber Inc 113007309 BJ811107 B02 Hip 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:11:03 2019 Page 1 I D:VaLaHiYR911 YmQGjMgcW7WyJbzv-?17P3bhXHQi_Jsk_VEDSvhlZJby8XrdPf1 s35nyV9rc 1-6-0 8-9-0 14-1%8 21-1-8 27-3-0 36-0-0 1-6-0 8-9-0 6-1-8 6-3-0 6-1-8 8-9-0 Scale: 3/16"=1' 2.00 12 5x12 = 6x8 — 4x8 — — 13 12 11 10 9 8 »xo — 2x4 II 4x4 = 4x8 = 4x4 — 5x6 = 2x4 11 7-8-6 9-0 12-9-4 14-10-8 21-1-8 27-3-0 36-0-0 7-8-6 1-0-1 4-0 4 2-1-4 6-3-0 6-1-8 8-9-0 Plate Offsets (X,Y)-- [2:0-5-4,0-0-1), [7:0-5-4,0-0-1) 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 0.92 Vert(LL) -0.27 7-8 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.39 7-8 >705 180 Rep Stress Incr YES WB 0.67 Horz(CT) 0.04 7 n/a n/a BCDDL 0.0 Code IRC2015/TP12014 Matrix-SH Weight: 161 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr *Except* TOP CHORD 4-5: 2x4 HF No.2 BOT CHORD 2x6 DF SS BOT CHORD WEBS 2x4 DF Stud WEBS REACTIONS. (lb/size) 7=756/0-5-8, 2=322/0-5-8, 12=1879/0-5-8 Max Horz 2=70(LC 6) Max Uplift 7=-344(LC 7), 2=-239(LC 6), 12=-671(LC 6) Max Grav 7=943(LC 30), 2=486(LC 32), 12=2146(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-398/978, 3-4=-619/2256, 4-5=-177/990, 5-6=-1512/607, 6-7=-3335/1279 BOT CHORD 2-13=-944/458, 12-13=-944/458, 11-12=-944/287, 9-11=-487/1425, 8-9=-1219/3228, 7-8=-1219/3228 WEBS 3-13=0/269, 3-12=-1854/628, 4-12=-1879/677, 4-11=-212/744, 5-11=-2169/815, 5-9=-125/601, 6-9=-2204/754, 6-8=0/259 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 4-5. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-11, 6-9 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 11; Exp C; Partially 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 7, 239 lb uplift at joint 2 and 671 lb uplift at joint 12. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L• �'C! ►, NVA "rJ � �rPf 19959 .ti 1 FttE� �3 NAIJ October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. CO.INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007310 BJ811107 B03 GABLE 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:11:05 2019 Page 1 ID:VaLaHiYR911YmQGjMgcW7WyJbzv-xhF9UGinp2yiZAuMcfFw 6NvBPYy?fFi6LLA9gyV9ra 1-6-0 7-1-4 12-7-0 16-10-8 19-1-8 23-5-0 28-10-12 36-0-0 1-6-0 7-1-4 5-5-12 4-3-8 2-3-0 4-3-8 5-5-12 7-1-4 2.00 12 6x6 = 5x6 = 5x6 = 3x4 Ib 11 17 15 5x6 = 4x8 = 5x6 = 2x4 II 4x8 = 3x10 11 4x8 MT18HS = 7-1-4 12-7-0 16-1%8 19-1-8 23-5-0 28-10-12 36-0-0 7-1-4 5-5-12 4-3-8 2-3-0 4-3-8 5-5-12 7-1-4 Plate Offsets (X,Y)-- [2:1-3-4,Edge] LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 * Rep Stress Incr YES BCLL 0.0 Code IRC2015/TP12014 BCDL 7.0 CSI. DEFL. in (loc) I/defl L/d TC 0.90 Vert(LL) 0.59 10 >469 240 BC 0.90 Vert(CT) -0.59 10 >468 180 WB 0.98 Horz(CT) 0.05 9 n/a n/a Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr *Except* TOP CHORD 5-6: 2x4 HF No.2 BOT CHORD 2x6 DF SS *Except* BOT CHORD 9-11: 2x4 DF No.1&Btr WEBS WEBS 2x4 DF Stud *Except* 3-15,8-12: 2x4 HF No.2 REACTIONS. All bearings 13-0-0 except Qt=length) 9=0-5-8. (lb) - Max Horz 2=74(LC 32) Max Uplift All uplift 100 lb or less at joint(s) except 9=-1334(LC 34), 2=-701(LC 31), 17=-1312(LC 39), 15=-1376(LC 34) Max Grav All reactions 250 lb or less atjoint(s) except 9=1426(LC 29), 2=618(LC 28), 17=1309(LC 50), 15=2410(LC 68) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3649/3629, 3-4=-4629/4673, 4-5=-2099/2077, 5-6=-893/820, 6-7=-1956/1998, 7-8=-4214/4284,8-9=-6921/6897 BOT CHORD 2-17=-3467/3677, 15-17=-1422/1392, 14-15=-3186/2758, 13-14=-615/743, 12-13=-2232/2587, 10-12=-4366/4986, 9-10=-6765/6605 WEBS 3-17=-1167/1318, 3-15=-3457/3545, 4-15=-1897/629, 4-14=-934/2383, 5-14=-1135/420, 5-13=-511/1216, 7-13=-1556/653, 7-12=-155/450, 8-12=-1705/966 Scale: 3/16"=1' PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 163 lb FT = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (6-0-0 max.): 5-6. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 3-15 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 11; Exp C; Partially 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1334 lb uplift at joint 9, 701 lb uplift at joint 2, 1312 lb uplift at joint 17 and 1376 lb uplift at joint 15. 10) This truss has been designed for a total drag load of 349 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-0-0 for 349.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L• �'C! ►, iv 04 WASy� "rJ � �rPf 19959 r NAIJ October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007311 BJ811107 B04 Common 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:11:06 2019 Page 1 I D:VaLaHiYR911 YmQGjMgcW7WyJbzv-PtpYicjPaL4ZAKTZAMm9XJw7Tp?mkC?rL?4ji6yV9rZ 1-6-0 7-8-6 12-9-4 , 18-0-0 23-2-12 28-3-10 36-0-0 1-6-0 7-8-6 5-0-14 5-2-12 5-2-12 5-0-14 7-8-6 2.00 12 2x4 6x6 11 9.4 4x10 = 11 2x4 4x8 — 4x10 = 2x4 II 7-8-6 12-9-4 23-2-12 28-3-10 36-0-0 7-8-6 5-0-14 10-5-8 5-0-14 7-8-6 Plate Offsets (X,Y)-- [2:0-5-4,0-0-1), [8:0-5-4,0-0-1) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. DEFL. in (loc) I/defl L/d TC 0.74 Vert(LL) -0.30 9-10 >916 240 BC 0.48 Vert(CT) -0.44 9-10 >627 180 WB 0.63 Horz(CT) 0.03 8 n/a n/a Matrix-SH REACTIONS. (lb/size) 8=751/0-5-8, 2=313/0-5-8, 12=1894/0-5-8 Max Horz 2=82(LC 6) Max Uplift 8=-334(LC 11), 2=-245(LC 6), 12=-615(LC 6) Max Grav 8=829(LC 18), 2=398(LC 17), 12=1894(LC 1) Scale = 1:61.1 PLATES GRIP MT20 185/148 Weight: 157 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-354/939, 3-4=-594/1717, 4-5=-567/1716, 5-6=-2047/773, 6-7=-2039/727, 7-8=-3302/1276 BOT CHORD 2-13=-908/429, 12-13=-908/429, 10-12=-80/383, 9-10=-1221/3218, 8-9=-1221/3218 WEBS 5-10=-626/1829, 6-10=-473/234, 7-1 0=-1 275/613, 5-12=-2283/889, 4-12=-471/238, 3-12=-1294/617 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 11; Exp C; Partially 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 1.00 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 23.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at joint 8, 245 lb uplift at joint 2 and 615 lb uplift at joint 12. th 0 October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCS11 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Al 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007312 BJ811107 C01 Hip Girder 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, -1-6-0 4-0-0 2.00 12 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:11:08 2019 Page 1 I D:VaLaHiYR911 YmQGjMgcW7WyJbzv-MGwl61 kg6zKHQedxlnpdck?X7cZCCEy8pJZgm_yV9rX 6-4-0 10-4-0 11-10-0 4x8 = 5x6 = 3x12 MT20HS = zx4 11 4x4 = 3x12 MT20HS = Scale = 1:21.7 4-0-0 6-4-0 10-4-0 4-0-0 2-4-0 4-0-0 Plate Offsets (X,Y)-- [2:0-2-8,Edge], [3:0-2-0,0-2-0], [4:0-3-0,0-3-0], [5:0-2-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.21 7-8 >576 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.31 7-8 >392 180 MT20HS 139/111 TCDL 8.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.05 5 n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-SH Weight: 31 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, BOT CHORD 2x4 HF No.2 except WEBS 2x4 DF Stud 2-0-0 oc purlins (3-0-15 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 5-1-4 oc bracing. REACTIONS. (lb/size) 2=811/0-3-8, 5=811/0-3-8 Max Horz 2=-25(LC 48) Max Uplift 2=-418(LC 6), 5=-418(LC 7) Max Grav 2=941(LC 30), 5=941(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2953/1222, 3-4=-2925/1227, 4-5=-2958/1223 BOT CHORD 2-8=-1190/2870, 7-8=-1203/2921, 5-7=-1171/2874 WEBS 3-8=-70/251, 4-7=-80/273 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 11; Exp C; Partially 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �SLP 8) ` This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide„ will fit between the bottom chord and any other members. 9) Provide truss to bearing 418 lb 2 418 lb _ _ 'Y �� v4 WASy� mechanical connection (by others) of plate capable of withstanding uplift at joint and uplift at r' joint 5.f 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82 lb down and 71 lb up at 4-0-0, and 82 lb down and 60 lb up at 5-2-0, and 82 lb down and 71 lb up at 6-4-0 on top chord, and 224 lb down and 120 Ib up at 4-0-0, and 30 lb down at 5-2-0, and 224 lb down and 120 lb up at 6-3-4 on bottom chord. The design/selection of such connection . f device(s) is the responsibility of others. t t 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).,(� LOADCASE(S) Standard����J y 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 October 9,2019 Continued on page 2 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Al 53719. Li1eTRUSSCO. INC. Job Truss Truss Type City Ply Chinook Lumber Inc 113007312 BJ811107 C01 Hip Girder 1 1 Job Reference (optional) fhe Truss Company (Burlington), Burlington, WA - 98233, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:11:08 2019 Page 2 ID:VaLaHiYR911YmQGjMgcW7WyJbzv-MGwl61kg6zKHQedxlnpdck?X7cZCCEy8pJZgr _yV9rX LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-66, 3-4=-66, 4-6=-66, 2-5=-14 Concentrated Loads (lb) Vert: 3=-47(B)4=-47(B)8=-224(B)7=-224(B)10=-47(B)12=-13(B) A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component eTRUSS aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1CO. INC. Job Truss Truss Type Qty Ply Chinook Lumber Inc 113007313 BJ811107 CO2 Common 1 1 Job Reference (optional) the Truss Company (Burlington), Burlington, WA - 98233, 4-2-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Oct 9 11:11:09 2019 Page 1 ID:VaLaHiYR911 YmQGjMgcW7WyJ bzv-gSUgKe1ItGS71 nC8rUKs8yYle03Xxitl l zJN IRyV9rW 8-4-0 Scale = 1:15.4 2.00 12 4x4 — o2 0 4x6 = 42x4 II 46 = 4-2-0 8-4-0 4-2-0 4-2-0 Plate Offsets (X,Y)-- [1:0-1-8,0-2-4], [3:0-1-8,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.04 4 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.06 4 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-SH Weight: 20 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud REACTIONS. (lb/size) 1=328/Mechanical, 3=328/Mechanical Max Horz 1=-20(LC 15) Max Uplift 1=-123(LC 6), 3=-123(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-872/269, 2-3=-872/268 BOT CHORD 1-4=-245/825, 3-4=-245/825 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 11; Exp C; Partially 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 23.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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 1 and 123 lb uplift at joint 3. October 9,2019 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Al 53719. Li1eTRUSSCO. INC. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION j 3j4' Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimenslons shown In if -In -sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI1. 1 n 2. Truss bracing must be designed by an engineer. For 0' ri6 j 2 3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator T TOP CHORDS bracing should be considered. T C1-2 C2-3 4 WEBS ova 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. p '� 3 �3� T 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U a6 0 designer, erection supervisor, property owner and plates 0- 'lie' from outside O- y' V all other interested parties. edge Of truss. 0 0 5. Cut members to bear tightly against each other. C7-8 C6J C5-6 � BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. " Plate location details available in MiTek 20/20 software or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the late p CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is anon -structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 9730, 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 1Oft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood TfUSS Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, theTRUSSco. INC. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses.