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REVIEWED BLD RESUB1 BLD2021-0895+TRUSS CALCS+10.31.2021_10.56.48_AM+2492735&Via MiTek MiTek Canada, Inc. 240 Stirling Crescent Bradford, ON. Canada L3Z 41_5 Phone (905) 952-2900 Toll Free (800) 268-3434 Re: 30387 LINWOOD-PO32575 Eastman-l29 Skyline Dr. -Edmonds -WA The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Alliance Truss (CA). Pages or sheets covered by this seal: U1419607 thru U1419675 My license renewal date for the state of Washington is February 17, 2022. S� p,Is GARcIq OF WASH! 39586�� �� CI TER sSIG AL , Garcia, Juan June 10,2021 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419607 30387 Al Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:22 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-mQ8_g6xh3o?vUpcjPcejeh3oOwO5sl6DsYmL2rz7yRl -1-9-12 4-1-12 8-0-0 15-0-0 18-10-4 23-0-0 24-9-12 1-9-12 4-1-12 3-10-4 7-0-0 3-10-4 4-1-12 1-9-12 Scale = 1:43.4 6x8 = 6x8 - 3.00 12 D U V W X Y E 8x14 = 3x4 = 6x8 = 5x10 MT18HS = 8x14 = 3x4 = 5-10-12 11-6-0 17-14 23-0-0 5-10-12 5-7-4 5-7-4 5-10-12 Plate Offsets (X,Y)-- [B:0-0-0,0-3-01, [C:0-5-0,0-241, [D:04-0,0-241, [E:0-4-0,0-2-41, [F:0-5-0,0-2-41, [GEdge,0-3-01, [K:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.26 I-K >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.44 K-L >625 240 MT18HS 197/144 TCDL 7.0 * Rep Stress Incr NO WB 0.28 Horz(CT) 0.09 G n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.14 K-L >999 240 Weight: 115 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 210OF 1.8E *Except* TOP CHORD D-E: 2x6 SPF 210OF 1.8E BOT CHORD BOT CHORD 2x6 SPF 210OF 1.8E WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 4 4-6-5, Right 2x6 SPF No.2 4 4-6-5 REACTIONS. (size) B=0-5-8, G=0-5-8 Max Horz B=33(LC 6) Max Uplift B=-155(LC 6), G=-227(LC 7) Max Grav B=2926(LC 30), G=2854(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1026/0, C-D=-6422/373, D-E=-7119/481, E-F=-6363/424, F-G=-1010/0 BOT CHORD B-L=-316/5910, K-L=-420/6281, I-K=-427/6245, G-1=-361/5832 WEBS C-L=-171/645, D-L=-308/247, D-K=-60/1116, E-K=-15/1160, E-1=-335/220, F-1=-136/680 Structural wood sheathing directly applied or 2-6-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) B=155, G=227. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 657 lb down and 164 lb up at 8-0-0, 67 lb down and 22 lb up at 10-0-12, 67 lb down and 22 lb up at 11-6-0, and 67 lb down and 22 lb up at 12-11-4, and 657 lb down and 164 lb up at 15-0-0 on top chord, and 89 lb down at 2-0-12, 89 lb down at 4-0-12, 96 lb down at 6-0-12, 280 lb down and 25 lb up at 8-0-12, 280 lb down and 25 lb up at 10-0-12, 280 lb down and 25 lb up at 11-6-0, 280 lb down and 25 lb up at 12-114, 280 lb down and 25 lb up at 14-11-4, 96 lb down at 16-11-4, and 89 lb down at 18-11-4, and 89 lb down at 20-11-4 on A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 is always required for stability and to prevent collapse 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 Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 MiTek" 240 Stirling Crescent Bradford, ON. L3Z 41_5 June 10,2021 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419607 30387 Al Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:22 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-mQ8_g6xh3o?vUpcj Pcejeh3oOw05sl6DsYmL2rz7yRl NOTES- 13) 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: A-D=-74(F=-10), D-E=-64, E-H=-64, M-Q=-20 Concentrated Loads (lb) Vert: D=-572(F) E=-572(F) L=-56(F) K=-280(F) 1=-56(F) V=-32(F) W=-32(F) X=-32(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-62(F=-10), D-E=-52, E-H=-51, M-Q=-20 Concentrated Loads (lb) Vert: D=-474(F) E=-474(F) L=-54(F) K=-240(F) 1=-54(F) V=-27(F) W=-27(F) X=-27(F) Z=-72(F) AA=-44(F) AB=-240(F) AC=-240(F) AD=-240(F) AE=-240(F) AF=-44(F) AG=-72(F) 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-62(F=-10), D-U=-52, E-U=-60, E-H=-25, M-Q=-20 Concentrated Loads (lb) Vert: D=-468(F) E=-495(F) L=-54(F) K=-240(F) 1=-54(F) V=-19(F) W=-19(F) X=-19(F) Z=-72(F) AA=-44(F) AB=-240(F) AC=-240(F) AD=-240(F) AE=-240(F) AF=-44(F) AG=-72(F) 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-35(F=-10), D-Y=-60, E-Y=-52, E-H=-51, M-Q=-20 Concentrated Loads (lb) Vert: D=-495(F) E=-468(F) L=-54(F) K=-240(F) 1=-54(F) V=-19(F) W=-19(F) X=-19(F) Z=-72(F) AA=-44(F) AB=-240(F) AC=-240(F) AD=-240(F) AE=-240(F) AF=-44(F) AG=-72(F) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24(F=-10), D-E=-14, E-H=-14, M-Q=-40 Concentrated Loads (lb) Vert: D=-261(F) E=-261(F) L=-96(F) K=-179(F) 1=-96(F) V=-11(F) W=-11(F) X=-11(F) Z=-89(F) AA=-89(F) AB=-179(F) AC=-179(F) AD=-179(F) AE=-179(F) AF=-89(F) AG=-89(F) 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=22(F=-10), B-D=12(F=-10), D-E=22, E-G=11, G-H=7, M-Q=-10 Horz: A-13=40, B-D=-30, E-G=20, G-H=15 Concentrated Loads (lb) Vert: D=99(F) E=111(F) L=-25(F) K=15(F) 1=-25(F) V=-5(F) W=-5(F) X=-5(F) Z=-24(F) AA=-22(F) AB=15(F) AC=15(F) AD=15(F) AE=15(F) AF=-22(F) AG=-24(F) 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-3(F=-10), B-D=1(F=-10), D-E=22, E-G=22, G-11=32, M-Q=-10 Horz: A-13=-15, B-D=-20, E-G=30, G-H=40 Concentrated Loads (lb) Vert: D=111(F) E=99(F) L=-25(F) K=15(F) 1=-25(F) V=-5(F) W=-5(F) X=-5(F) Z=-24(F) AA=-22(F) AB=15(F) AC=15(F) AD=15(F) AE=15(F) AF=-22(F) AG=-24(F) 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=2(F=-10), 13-D=-2(F=-10), D-E=8, E-G=-3, G-11=1, M-Q=-20 Horz: A-B=-26, B-D=-22, E-G=11, G-H=15 Concentrated Loads (lb) Vert: D=133(F) E=145(F) L=-15(F) K=25(F) 1=-15(F) V=9(F) W=9(F) X=9(F) Z=-14(F) AA=-12(F) AB=25(F) AC=25(F) AD=25(F) AE=25(F) AF=-12(F) AG=-14(F) 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-9(F=-10), B-D=-13(F=-10), D-E=8, E-G=8, G-H=12, M-Q=-20 Horz: A-B=-15, B-D=-11, E-G=22, G-H=26 Concentrated Loads (lb) Vert: D=145(F) E=133(F) L=-15(F) K=25(F) 1=-15(F) V=9(F) W=9(F) X=9(F) Z=-14(F) AA=-12(F) AB=25(F) AC=25(F) AD=25(F) AE=25(F) AF=-12(F) AG=-14(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=7(F=-10), 13-D=12(F=-10), D-E=9, E-G=9, G-H=4, M-Q=-10 Horz: A-B=-26, B-D=-30, E-G=17, G-H=13 Concentrated Loads (lb) Vert: D=115(F) E=130(F) L=-25(F) K=15(F) 1=-25(F) V=8(F) W=8(F) X=8(F) Z=-24(F) AA=-22(F) AB=15(F) AC=15(F) AD=15(F) AE=15(F) AF=-22(F) AG=-24(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-6(F=-10), B-D=-1(F=-10), D-E=9, E-G=22, G-H=17, M-Q=-10 Horz: A-B=-13, B-D=-17, E-G=30, G-H=26 Concentrated Loads (lb) Vert: D=130(F) E=115(F) L=-25(F) K=15(F) 1=-25(F) V=8(F) W=8(F) X=8(F) Z=-24(F) AA=-22(F) AB=15(F) AC=15(F) AD=15(F) AE=15(F) AF=-22(F) AG=-24(F) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419607 30387 Al Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:22 2021 Page 3 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-mQ8_g6xh3o?vUpcj Pcejeh3oOw05sl6DsYmL2rz7yRl LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-13=7(F=-10), 13-D=12(F=-10), D-E=9, E-G=9, G-H=4, M-Q=-10 Horz: A-B=-26, B-D=-30, E-G=17, G-H=13 Concentrated Loads (lb) Vert: D=115(F) E=130(F) L=-25(F) K=15(F) 1=-25(F) V=8(F) W=8(F) X=8(F) Z=-24(F) AA=-22(F) AB=15(F) AC=15(F) AD=15(F) AE=15(F) AF=-22(F) AG=-24(F) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-B=-6(F=-10), B-D=-1(F=-10), D-E=9, E-G=22, G-H=17, M-Q=-10 Horz: A-13=-13, B-D=-17, E-G=30, G-H=26 Concentrated Loads (lb) Vert: D=130(F) E=115(F) L=-25(F) K=15(F) 1=-25(F) V=8(F) W=8(F) X=8(F) Z=-24(F) AA=-22(F) AB=15(F) AC=15(F) AD=15(F) AE=15(F) AF=-22(F) AG=-24(F) 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-B=2(F=-10), 13-D=-2(F=-10), D-E=-6, E-G=-6, G-H=-1, M-Q=-20 Horz: A-B=-26, B-D=-22, E-G=8, G-H=13 Concentrated Loads (lb) Vert: D=149(F) E=164(F) L=-15(F) K=25(F) 1=-15(F) V=22(F) W=22(F) X=22(F) Z=-14(F) AA=-12(F) AB=25(F) AC=25(F) AD=25(F) AE=25(F) AF=-12(F) AG=-14(F) 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-B=-11(F=-10), B-D=-16(F=-10), D-E=-6, E-G=8, G-H=12, M-Q=-20 Horz: A-13=-13, B-D=-8, E-G=22, G-H=26 Concentrated Loads (lb) Vert: D=164(F) E=149(F) L=-15(F) K=25(F) 1=-15(F) V=22(F) W=22(F) X=22(F) Z=-14(F) AA=-12(F) AB=25(F) AC=25(F) AD=25(F) AE=25(F) AF=-12(F) AG=-14(F) 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) Vert: A-13=-124(F=-10), B-D=-24(F=-10), D-E=-14, E-G=-14, G-H=-114, M-Q=-20 Concentrated Loads (lb) Vert: D=-197(F) E=-197(F) L=-38(F) K=-78(F) 1=-38(F) V=-30(F) W=-30(F) X=-30(F) Z=-42(F) AA=-36(F) A13=-78(F) AC=-78(F) AD=-78(F) AE=-78(F) AF=-36(F) AG=-42(F) 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) Vert: A-D=-74(F=-10), D-U=-64, E-U=-75, E-H=-29, M-Q=-20 Concentrated Loads (lb) Vert: D=-565(F) E=-600(F) L=-56(F) K=-280(F) 1=-56(F) V=-22(F) W=-22(F) X=-22(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) Vert: A-D=-39(F=-10), D-Y=-75, E-Y=-64, E-H=-64, M-Q=-20 Concentrated Loads (lb) Vert: D=-600(F) E=-565(F) L=-56(F) K=-280(F) 1=-56(F) V=-22(F) W=-22(F) X=-22(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pIf) Vert: A-D=-24(F=-10), D-E=-14, E-H=-14, M-Q=-20 Concentrated Loads (lb) Vert: D=-179(F) E=-179(F) L=-49(F) K=-121(F) 1=-49(F) V=-11(F) W=-11(F) X=-11(F) Z=-47(F) AA=-45(F) AB=-121(F) AC=-121(F) AD=-121(F) AE=-121(F) AF=-45(F) AG=-47(F) 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-13=42(F=-10), B-D=-45(F=-10), D-E=-35, E-G=-43, G-H=40, M-Q=-20 Horz: A-B=-19, B-D=-16, E-G=8, G-H=11 Concentrated Loads (lb) Vert: D=75(F) E=85(F) L=-15(F) K=2(F) 1=-15(F) V=5(F) W=5(F) X=5(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-13=-50(F=-10), 13-D=-53(F=-10), D-E=-35, E-G=-35, G-H=-32, M-Q=-20 Horz: A-B=-11, B-D=-8, E-G=16, G-H=19 Concentrated Loads (lb) Vert: D=85(F) E=75(F) L=-15(F) K=2(F) 1=-15(F) V=5(F) W=5(F) X=5(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-13=42(F=-10), B-D=-45(F=-10), D-E=-45, E-G=-45, G-H=42, M-Q=-20 Horz: A-13=-19, B-D=-16, E-G=6, G-H=10 Concentrated Loads (lb) Vert: D=87(F) E=99(F) L=-15(F) K=2(F) 1=-15(F) V=15(F) W=15(F) X=15(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-13=-52(F=-10), B-D=-55(F=-10), D-E=-45, E-G=-35, G-H=-32, M-Q=-20 Horz: A-B=-10, B-D=-6, E-G=16, G-H=19 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419607 30387 Al Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:22 2021 Page 4 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-mQ8_g6xh3o?vUpcj Pcejeh3oOw05sl6DsYmL2rz7yRl LOAD CASE(S) Standard Concentrated Loads (lb) Vert: D=99(F) E=87(F) L=-15(F) K=2(F) 1=-15(F) V=15(F) W=15(F) X=15(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-64(F=-10), D-E=-54, E-H=-54, M-Q=-20 Concentrated Loads (lb) Vert: D=-596(F) E=-596(F) L=-56(F) K=-280(F) 1=-56(F) V=-42(F) W=-42(F) X=-42(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 25) 3rd Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-35(F=-10), D-U=-52, E-U=-60, E-H=-25, M-Q=-20 Concentrated Loads (lb) Vert: D=-499(F) E=-495(F) L=-54(F) K=-240(F) 1=-54(F) V=-19(F) W=-19(F) X=-19(F) Z=-72(F) AA=-44(F) AB=-240(F) AC=-240(F) AD=-240(F) AE=-240(F) AF=-44(F) AG=-72(F) 26) 4th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-74(F=-10), D-E=-25, E-H=-25, M-Q=-20 Concentrated Loads (lb) Vert: D=-491(F) E=-537(F) L=-54(F) K=-240(F) 1=-54(F) V=-53(F) W=-53(F) X=-53(F) Z=-72(F) AA=-44(F) AB=-240(F) AC=-240(F) AD=-240(F) AE=-240(F) AF=-44(F) AG=-72(F) 27) 5th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-35(F=-10), D-Y=-60, E-Y=-52, E-H=-25, M-Q=-20 Concentrated Loads (lb) Vert: D=-495(F) E=-499(F) L=-54(F) K=-240(F) 1=-54(F) V=-19(F) W=-19(F) X=-19(F) Z=-72(F) AA=-44(F) AB=-240(F) AC=-240(F) AD=-240(F) AE=-240(F) AF=-44(F) AG=-72(F) 28) 6th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-35(F=-10), D-E=-25, E-H=-64, M-Q=-20 Concentrated Loads (lb) Vert: D=-537(F) E=-491(F) L=-54(F) K=-240(F) 1=-54(F) V=-53(F) W=-53(F) X=-53(F) Z=-72(F) AA=-44(F) AB=-240(F) AC=-240(F) AD=-240(F) AE=-240(F) AF=-44(F) AG=-72(F) 29) 7th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-39(F=-10), D-E=-97, E-H=-29, M-Q=-20 Concentrated Loads (lb) Vert: D=-573(F) E=-573(F) L=-56(F) K=-280(F) 1=-56(F) V=-11(F) W=-11(F) X=-11(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 30) 8th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-107(F=-10), D-E=-29, E-H=-97, M-Q=-20 Concentrated Loads (lb) Vert: D=-577(F) E=-577(F) L=-56(F) K=-280(F) 1=-56(F) V=-67(F) W=-67(F) X=-67(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 31) 9th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-39(F=-10), D-U=-64, E-U=-75, E-H=-29, M-Q=-20 Concentrated Loads (lb) Vert: D=-606(F) E=-600(F) L=-56(F) K=-280(F) 1=-56(F) V=-22(F) W=-22(F) X=-22(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 32) 10th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-91(F=-10), D-E=-29, E-H=-29, M-Q=-20 Concentrated Loads (lb) Vert: D=-596(F) E=-657(F) L=-56(F) K=-280(F) 1=-56(F) V=-67(F) W=-67(F) X=-67(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 33) 11th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-39(F=-10), D-Y=-75, E-Y=-64, E-H=-29, M-Q=-20 Concentrated Loads (lb) Vert: D=-600(F) E=-606(F) L=-56(F) K=-280(F) 1=-56(F) V=-22(F) W=-22(F) X=-22(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 34) 12th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-39(F=-10), D-E=-29, E-H=-81, M-Q=-20 Concentrated Loads (lb) Vert: D=-657(F) E=-596(F) L=-56(F) K=-280(F) 1=-56(F) V=-67(F) W=-67(F) X=-67(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 35) 13th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-35(F=-10), D-E=-76, E-H=-25, M-Q=-20 Concentrated Loads (lb) Vert: D=-474(F) E=-474(F) L=-54(F) K=-240(F) 1=-54(F) V=-11(F) W=-11(F) X=-11(F) Z=-72(F) AA=-44(F) AB=-240(F) AC=-240(F) AD=-240(F) AE=-240(F) AF=-44(F) AG=-72(F) 36) 14th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419607 30387 Al Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:22 2021 Page 5 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-mQ8_g6xh3o?vUpcj Pcejeh3oOw05sl6DsYmL2rz7yRl LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-D=-86(F=-10), D-E=-25, E-H=-76, M-Q=-20 Concentrated Loads (lb) Vert: D=-477(F) E=-477(F) L=-54(F) K=-240(F) 1=-54(F) V=-53(F) W=-53(F) X=-53(F) Z=-72(F) AA=-44(F) AB=-240(F) AC=-240(F) AD=-240(F) AE=-240(F) AF=-44(F) AG=-72(F) 37) 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-B=-16(F=-10), B-D=-19(F=-10), D-E=-60, E-G=-17, G-H=-14, M-Q=-20 Horz: A-B=-19, B-D=-16, E-G=8, G-H=11 Concentrated Loads (lb) Vert: D=75(F) E=85(F) L=-15(F) K=2(F) 1=-15(F) V=5(F) W=5(F) X=5(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 38) 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-B=-67(F=-10), B-D=-70(F=-10), D-E=-9, E-G=-68, G-H=-65, M-Q=-20 Horz: A-B=-19, B-D=-16, E-G=8, G-H=11 Concentrated Loads (lb) Vert: D=75(F) E=85(F) L=-15(F) K=2(F) 1=-15(F) V=5(F) W=5(F) X=5(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 39) 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-B=-24(F=-10), B-D=-27(F=-10), D-E=-60, E-G=-9, G-H=-6, M-Q=-20 Horz: A-B=-11, B-D=-8, E-G=16, G-H=19 Concentrated Loads (lb) Vert: D=85(F) E=75(F) L=-15(F) K=2(F) 1=-15(F) V=5(F) W=5(F) X=5(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 40) 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-B=-75(F=-10), B-D=-78(F=-10), D-E=-9, E-G=-60, G-H=-57, M-Q=-20 Horz: A-B=-11, B-D=-8, E-G=16, G-H=19 Concentrated Loads (lb) Vert: D=85(F) E=75(F) L=-15(F) K=2(F) 1=-15(F) V=5(F) W=5(F) X=5(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 41) 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-B=-16(F=-10), B-D=-19(F=-10), D-E=-70, E-G=-19, G-H=-16, M-Q=-20 Horz: A-B=-19, B-D=-16, E-G=6, G-H=10 Concentrated Loads (lb) Vert: D=87(F) E=99(F) L=-15(F) K=2(F) 1=-15(F) V=15(F) W=15(F) X=15(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 42) 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-B=-67(F=-10), B-D=-70(F=-10), D-E=-19, E-G=-70, G-H=-66, M-Q=-20 Horz: A-B=-19, B-D=-16, E-G=6, G-H=10 Concentrated Loads (lb) Vert: D=87(F) E=99(F) L=-15(F) K=2(F) 1=-15(F) V=15(F) W=15(F) X=15(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 43) 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-B=-26(F=-10), B-D=-29(F=-10), D-E=-70, E-G=-9, G-H=-6, M-Q=-20 Horz: A-B=-10, B-D=-6, E-G=16, G-H=19 Concentrated Loads (lb) Vert: D=99(F) E=87(F) L=-15(F) K=2(F) 1=-15(F) V=15(F) W=15(F) X=15(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 44) 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-B=-76(F=-10), B-D=-80(F=-10), D-E=-19, E-G=-60, G-H=-57, M-Q=-20 Horz: A-B=-10, B-D=-6, E-G=16, G-H=19 Concentrated Loads (lb) Vert: D=99(F) E=87(F) L=-15(F) K=2(F) 1=-15(F) V=15(F) W=15(F) X=15(F) Z=-14(F) AA=-12(F) AB=2(F) AC=2(F) AD=2(F) AE=2(F) AF=-12(F) AG=-14(F) 45) 23rd Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) Vert: A-D=-39(F=-10), D-E=-97, E-H=-29, M-Q=-20 Concentrated Loads (lb) Vert: D=-573(F) E=-573(F) L=-56(F) K=-280(F) 1=-56(F) V=-11(F) W=-11(F) X=-11(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 46) 24th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) Vert: A-D=-107(F=-10), D-E=-29, E-H=-97, M-Q=-20 Concentrated Loads (lb) Vert: D=-577(F) E=-577(F) L=-56(F) K=-280(F) 1=-56(F) V=-67(F) W=-67(F) X=-67(F) Z=-80(F) AA=-44(F) AB=-280(F) AC=-280(F) AD=-280(F) AE=-280(F) AF=-44(F) AG=-80(F) 47) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-13=22(F=-10), B-D=12(F=-10), D-E=22, E-G=11, G-H=7, M-Q=-10 Horz: A-13=40, B-D=-30, E-G=20, G-H=15 Concentrated Loads (lb) Vert: D=-215(F) E=-207(F) L=-58(F) K=-116(F) 1=-58(F) V=-25(F) W=-25(F) X=-25(F) Z=-61(F) AA=-56(F) AB=-116(F) AC=-116(F) AD=-116(F) AE=-116(F) AF=-56(F) AG=-61(F) 48) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419607 30387 Al Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:22 2021 Page 6 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-mQ8_g6xh3o?vUpcj Pcejeh3oOw05sl6DsYmL2rz7yRl LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=-3(F=-10), B-D=1(F=-10), D-E=22, E-G=22, G-11=32, M-Q=-10 Horz: A-B=-15, B-D=-20, E-G=30, G-H=40 Concentrated Loads (lb) Vert: D=-207(F) E=-215(F) L=-58(F) K=-116(F) 1=-58(F) V=-25(F) W=-25(F) X=-25(F) Z=-61(F) AA=-56(F) AB=-116(F) AC=-116(F) AD=-116(F) AE=-116(F) AF=-56(F) AG=-61(F) 49) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=2(F=-10), B-D=-2(F=-10), D-E=8, E-G=-3, G-H=1, M-Q=-20 Horz: A-B=-26, B-D=-22, E-G=11, G-H=15 Concentrated Loads (lb) Vert: D=-181(F) E=-173(F) L=-48(F) K=-106(F) 1=-48(F) V=-11(F) W=-11(F) X=-11(F) Z=-51(F) AA=-46(F) AB=-106(F) AC=-106(F) AD=-106(F) AE=-106(F) AF=-46(F) AG=-51(F) 50) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-9(F=-10), B-D=-13(F=-10), D-E=8, E-G=8, G-H=12, M-Q=-20 Horz: A-B=-15, B-D=-11, E-G=22, G-H=26 Concentrated Loads (lb) Vert: D=-173(F) E=-181(F) L=-48(F) K=-106(F) 1=-48(F) V=-11(F) W=-11(F) X=-11(F) Z=-51(F) AA=-46(F) AB=-106(F) AC=-106(F) AD=-106(F) AE=-106(F) AF=-46(F) AG=-51(F) 51) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=7(F=-10), B-D=12(F=-10), D-E=9, E-G=9, G-H=4, M-Q=-10 Horz: A-B=-26, B-D=-30, E-G=17, G-H=13 Concentrated Loads (lb) Vert: D=-206(F) E=-196(F) L=-58(F) K=-116(F) 1=-58(F) V=-25(F) W=-25(F) X=-25(F) Z=-61(F) AA=-56(F) AB=-116(F) AC=-116(F) AD=-116(F) AE=-116(F) AF=-56(F) AG=-61(F) 52) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-6(F=-10), B-D=-1(F=-10), D-E=9, E-G=22, G-H=17, M-Q=-10 Horz: A-B=-13, B-D=-17, E-G=30, G-H=26 Concentrated Loads (lb) Vert: D=-196(F) E=-206(F) L=-58(F) K=-116(F) 1=-58(F) V=-25(F) W=-25(F) X=-25(F) Z=-61(F) AA=-56(F) AB=-116(F) AC=-116(F) AD=-116(F) AE=-116(F) AF=-56(F) AG=-61(F) 53) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=7(F=-10), B-D=12(F=-10), D-E=9, E-G=9, G-H=4, M-Q=-10 Horz: A-B=-26, B-D=-30, E-G=17, G-H=13 Concentrated Loads (lb) Vert: D=-206(F) E=-196(F) L=-58(F) K=-116(F) 1=-58(F) V=-25(F) W=-25(F) X=-25(F) Z=-61(F) AA=-56(F) AB=-116(F) AC=-116(F) AD=-116(F) AE=-116(F) AF=-56(F) AG=-61(F) 54) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-6(F=-10), B-D=-1(F=-10), D-E=9, E-G=22, G-H=17, M-Q=-10 Horz: A-13=-13, B-D=-17, E-G=30, G-H=26 Concentrated Loads (lb) Vert: D=-196(F) E=-206(F) L=-58(F) K=-116(F) 1=-58(F) V=-25(F) W=-25(F) X=-25(F) Z=-61(F) AA=-56(F) AB=-116(F) AC=-116(F) AD=-116(F) AE=-116(F) AF=-56(F) AG=-61(F) 55) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=2(F=-10), B-D=-2(F=-10), D-E=-6, E-G=-6, G-H=-1, M-Q=-20 Horz: A-B=-26, B-D=-22, E-G=8, G-H=13 Concentrated Loads (lb) Vert: D=-172(F) E=-162(F) L=-48(F) K=-106(F) 1=-48(F) V=-11(F) W=-11(F) X=-11(F) Z=-51(F) AA=-46(F) AB=-106(F) AC=-106(F) AD=-106(F) AE=-106(F) AF=-46(F) AG=-51(F) 56) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-11(F=-10), B-D=-16(F=-10), D-E=-6, E-G=8, G-H=12, M-Q=-20 Horz: A-13=-13, B-D=-8, E-G=22, G-H=26 Concentrated Loads (lb) Vert: D=-162(F) E=-172(F) L=-48(F) K=-106(F) 1=-48(F) V=-11(F) W=-11(F) X=-11(F) Z=-51(F) AA=-46(F) AB=-106(F) AC=-106(F) AD=-106(F) AE=-106(F) AF=-46(F) AG=-51(F) 57) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42(F=-10), B-D=-45(F=-10), D-E=-35, E-G=-43, G-H=-40, M-Q=-20 Horz: A-B=-19, B-D=-16, E-G=8, G-H=11 Concentrated Loads (lb) Vert: D=-305(F) E=-300(F) L=-52(F) K=-183(F) 1=-52(F) V=-11(F) W=-11(F) X=-11(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) 58) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-50(F=-10), B-D=-53(F=-10), D-E=-35, E-G=-35, G-H=-32, M-Q=-20 Horz: A-B=-11, B-D=-8, E-G=16, G-H=19 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419607 30387 Al Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:22 2021 Page 7 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-mQ8_g6xh3o?vUpcj Pcejeh3oOw05sl6DsYmL2rz7yRl LOAD CASE(S) Standard Concentrated Loads (lb) Vert: D=-300(F) E=-305(F) L=-52(F) K=-183(F) 1=-52(F) V=-11(F) W=-11(F) X=-11(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) 59) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42(F=-10), B-D=-45(F=-10), D-E=-45, E-G=-45, G-H=-42, M-Q=-20 Horz: A-13=-19, B-D=-16, E-G=6, G-H=10 Concentrated Loads (lb) Vert: D=-298(F) E=-291(F) L=-52(F) K=-183(F) 1=-52(F) V=-11(F) W=-11(F) X=-11(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) 60) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-52(F=-10), B-D=-55(F=-10), D-E=-45, E-G=-35, G-H=-32, M-Q=-20 Horz: A-13=-10, B-D=-6, E-G=16, G-H=19 Concentrated Loads (lb) Vert: D=-291(F) E=-298(F) L=-52(F) K=-183(F) 1=-52(F) V=-11(F) W=-11(F) X=-11(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) 61) Reversal: 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-16(F=-10), B-D=-19(F=-10), D-E=-60, E-G=-17, G-H=-14, M-Q=-20 Horz: A-B=-19, B-D=-16, E-G=8, G-H=11 Concentrated Loads (lb) Vert: D=-306(F) E=-301(F) L=-52(F) K=-183(F) 1=-52(F) V=-11(F) W=-11(F) X=-11(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) 62) Reversal: 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-67(F=-10), B-D=-70(F=-10), D-E=-9, E-G=-68, G-H=-65, M-Q=-20 Horz: A-B=-19, B-D=-16, E-G=8, G-H=11 Concentrated Loads (lb) Vert: D=-306(F) E=-301(F) L=-52(F) K=-183(F) 1=-52(F) V=-29(F) W=-29(F) X=-29(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) 63) Reversal: 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-24(F=-10), B-D=-27(F=-10), D-E=-60, E-G=-9, G-H=-6, M-Q=-20 Horz: A-B=-11, B-D=-8, E-G=16, G-H=19 Concentrated Loads (lb) Vert: D=-301(F) E=-306(F) L=-52(F) K=-183(F) 1=-52(F) V=-11(F) W=-11(F) X=-11(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) 64) Reversal: 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-75(F=-10), B-D=-78(F=-10), D-E=-9, E-G=-60, G-H=-57, M-Q=-20 Horz: A-B=-11, B-D=-8, E-G=16, G-H=19 Concentrated Loads (lb) Vert: D=-301(F) E=-306(F) L=-52(F) K=-183(F) 1=-52(F) V=-29(F) W=-29(F) X=-29(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) 65) Reversal: 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-16(F=-10), B-D=-19(F=-10), D-E=-70, E-G=-19, G-H=-16, M-Q=-20 Horz: A-13=-19, B-D=-16, E-G=6, G-H=10 Concentrated Loads (lb) Vert: D=-299(F) E=-293(F) L=-52(F) K=-183(F) 1=-52(F) V=-11(F) W=-11(F) X=-11(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) 66) Reversal: 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-67(F=-10), B-D=-70(F=-10), D-E=-19, E-G=-70, G-H=-66, M-Q=-20 Horz: A-13=-19, B-D=-16, E-G=6, G-H=10 Concentrated Loads (lb) Vert: D=-299(F) E=-293(F) L=-52(F) K=-183(F) 1=-52(F) V=-29(F) W=-29(F) X=-29(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) 67) Reversal: 21 st Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-26(F=-10), B-D=-29(F=-10), D-E=-70, E-G=-9, G-H=-6, M-Q=-20 Horz: A-13=-10, B-D=-6, E-G=16, G-H=19 Concentrated Loads (lb) Vert: D=-293(F) E=-299(F) L=-52(F) K=-183(F) 1=-52(F) V=-11(F) W=-11(F) X=-11(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) 68) Reversal: 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-76(F=-10), B-D=-80(F=-10), D-E=-19, E-G=-60, G-H=-57, M-Q=-20 Horz: A-13=-10, B-D=-6, E-G=16, G-H=19 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419607 30387 Al Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:22 2021 Page 8 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-mQ8_g6xh3o?vUpcj Pcejeh3oOw05sl6DsYmL2rz7yRl LOAD CASE(S) Standard Concentrated Loads (lb) Vert: D=-293(F) E=-299(F) L=-52(F) K=-183(F) 1=-52(F) V=-29(F) W=-29(F) X=-29(F) Z=-58(F) AA=-45(F) AB=-183(F) AC=-183(F) AD=-183(F) AE=-183(F) AF=-45(F) AG=-58(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419608 30387 A2 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:24 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-ipGkFnyxaPGdj7m5W 1 hBk686fkhYK9tWJsFS7kz7yRj -1-9-12 4-11-4 10-0-0 13-0-0 18-0-12 23-0-0 24-9-12 1-9-12 4-11-4 5-0-12 3-0-0 5-0-12 4-11-4 1-9-12 Scale — 1:43.4 4x5 = 3.00 12 4x7 = 4x5 = 3x8 = 3x4 = 3x4 = 4x5 = 7-9-3 15-2-13 23-0-0 7-9-3 7-5-11 7-9-3 Plate Offsets (X,Y)-- [B:0-2-8,0-1-41, [C:0-2-4,0-1-121, [E:0-2-12,0-0-121, [F:0-2-4,0-1-121, [G:0-2-8,0-1-41, [1:0-2-4,0-2-41, [M:0-2-4,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.18 J-L >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.28 J-L >957 240 TCDL 7.0 * Rep Stress Incr NO WB 0.46 Horz(CT) 0.08 1 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.06 J-L >999 240 Weight: 93 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS T-Brace: 2x4 SPF No.2 - C-M, F-I Fasten (2X) T and I braces to narrow edge of web with 1 Od (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (size) M=0-5-8, 1=0-5-8 Max Horz M=19(LC 14) Max Uplift M=-76(LC 6), 1=-153(LC 7) Max Grav M=1511(LC 30), 1=1434(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C-D=-2388/82, D-E=-2094/117, E-F=-2344/120, B-M=-519/66, G-1=-475/109 BOT CHORD L-M=-79/2430, J-L=-55/2054, I-J=-145/2347 WEBS D-L=0/289, E-L=-177/272, E-J=0/298, C-M=-2433/120, F-1=-2346/207 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) M except Qt=lb) 1=153. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 June 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419608 30387 A2 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-13=-74, B-D=-74, D-E=-64, E-G=-64, G-H=-64, I-M=-20 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-62, B-D=-62, D-E=-52, E-G=-51, G-H=-51, I-M=-20 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-62, B-O=-62, D-O=-71, D-E=-61, E-G=-25, G-H=-25, I-M=-20 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-35, B-D=-35, D-E=-61, E-P=-61, G-P=-52, G-H=-51, I-M=-20 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-13=-24, B-D=-24, D-E=-14, E-G=-14, G-H=-14, I-M=-40 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=22, B-D=12, D-E=22, E-G=11, G-H=7, I-M=-10 Horz: A-13=40, B-D=-30, E-G=20, G-H=15, B-M=12, G-1=16 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-3, B-D=1, D-E=22, E-G=22, G-H=32, I-M=-10 Horz: A-13=-15, B-D=-20, E-G=30, G-H=40, B-M=-16, G-I=-12 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=2, B-D=-2, D-E=8, E-G=-3, G-H=1, I-M=-20 Horz: A-B=-26, B-D=-22, E-G=11, G-H=15, B-M=21, G-1=7 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-9, B-D=-13, D-E=8, E-G=8, G-H=12, I-M=-20 Horz: A-B=-15, B-D=-11, E-G=22, G-H=26, B-M=-7, G-I=-21 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=7, B-D=12, D-E=9, E-G=9, G-H=4, I-M=-10 Horz: A-B=-26, B-D=-30, E-G=17, G-H=13, B-M=10, G-1=15 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-D=-1, D-E=9, E-G=22, G-H=17, I-M=-10 Horz: A-B=-13, B-D=-17, E-G=30, G-H=26, B-M=-15, G-I=-10 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=7, B-D=12, D-E=9, E-G=9, G-H=4, I-M=-10 Horz: A-B=-26, B-D=-30, E-G=17, G-H=13, B-M=10, G-1=15 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-D=-1, D-E=9, E-G=22, G-H=17, I-M=-10 Horz: A-B=-13, B-D=-17, E-G=30, G-H=26, B-M=-15, G-I=-10 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=2, B-D=-2, D-E=-6, E-G=-6, G-H=-1, I-M=-20 Horz: A-B=-26, B-D=-22, E-G=8, G-H=13, B-M=19, G-1=6 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-11, B-D=-16, D-E=-6, E-G=8, G-H=12, I-M=-20 Horz: A-13=-13, B-D=-8, E-G=22, G-H=26, B-M=-6, G-I=-19 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:24 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-ipGkFnyxaPGdj7m5W 1 hBk686fkhYK9tWJsFS7kz7yRj Uniform Loads (plf) Vert: A-B=-124, B-D=-24, D-E=-14, E-G=-14, G-H=-114, I-M=-20 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-74, B-O=-74, D-O=-87, D-E=-77, E-G=-29, G-H=-29, I-M=-20 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-39, B-D=-39, D-E=-77, E-P=-77, G-P=-64, G-H=-64, I-M=-20 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: A-13=-24, B-D=-24, D-E=-14, E-G=-14, G-H=-14, I-M=-20 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42, B-D=-45, D-E=-35, E-G=-43, G-H=-40, I-M=-20 Horz: A-13=-19, B-D=-16, E-G=8, G-H=11, B-M=16, G-1=5 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-50, B-D=-53, D-E=-35, E-G=-35, G-H=-32, I-M=-20 Horz: A-B=-11, B-D=-8, E-G=16, G-H=19, B-M=-5, G-I=-16 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419608 30387 A2 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:24 2021 Page 3 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-ipGkFnyxaPGdj7m5W 1 hBk686fkhYK9tWJsFS7kz7yRj LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-13=42, B-D=45, D-E=-45, E-G=-45, G-H=-42, I-M=-20 Horz: A-B=-19, B-D=-16, E-G=6, G-H=10, B-M=14, G-1=5 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-52, B-D=-55, D-E=-45, E-G=-35, G-H=-32, I-M=-20 Horz: A-B=-10, B-D=-6, E-G=16, G-H=19, B-M=-5, G-I=-14 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-D=-64, D-E=-54, E-G=-54, G-H=-54, I-M=-20 25) 3rd Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-35, B-D=-35, D-E=-61, E-G=-25, G-H=-25, I-M=-20 26) 4th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-62, B-N=-62, D-N=-73, D-E=-25, E-G=-25, G-H=-25, I-M=-20 27) 5th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-35, B-D=-35, D-E=-61, E-G=-25, G-H=-25, I-M=-20 28) 6th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-35, B-D=-35, D-E=-25, E-Q=-63, G-Q=-52, G-H=-51, I-M=-20 29) 7th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-39, B-D=-39, D-E=-97, E-G=-29, G-H=-29, I-M=-20 30) 8th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-107, B-D=-107, D-E=-29, E-G=-97, G-H=-97, I-M=-20 31) 9th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-39, B-D=-39, D-E=-77, E-G=-29, G-H=-29, I-M=-20 32) 10th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-74, B-N=-74, D-N=-89, D-E=-29, E-G=-29, G-H=-29, I-M=-20 33) 11th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-39, B-D=-39, D-E=-77, E-G=-29, G-H=-29, I-M=-20 34) 12th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-39, B-D=-39, D-E=-29, E-Q=-79, G-Q=-64, G-H=-64, I-M=-20 35) 13th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-35, B-D=-35, D-E=-76, E-G=-25, G-H=-25, I-M=-20 36) 14th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-86, B-D=-86, D-E=-25, E-G=-76, G-H=-76, I-M=-20 37) 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-16, B-D=-19, D-E=-60, E-G=-17, G-H=-14, I-M=-20 Horz: A-B=-19, B-D=-16, E-G=8, G-H=11, B-M=16, G-1=5 38) 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-67, B-D=-70, D-E=-9, E-G=-68, G-H=-65, I-M=-20 Horz: A-13=-19, B-D=-16, E-G=8, G-H=11, B-M=16, G-1=5 39) 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-24, B-D=-27, D-E=-60, E-G=-9, G-H=-6, I-M=-20 Horz: A-B=-11, B-D=-8, E-G=16, G-H=19, B-M=-5, G-I=-16 40) 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-75, B-D=-78, D-E=-9, E-G=-60, G-H=-57, I-M=-20 Horz: A-B=-11, B-D=-8, E-G=16, G-H=19, B-M=-5, G-I=-16 41) 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-16, B-D=-19, D-E=-70, E-G=-19, G-H=-16, I-M=-20 Horz: A-B=-19, B-D=-16, E-G=6, G-H=10, B-M=14, G-1=5 42) 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-67, B-D=-70, D-E=-19, E-G=-70, G-H=-66, I-M=-20 Horz: A-B=-19, B-D=-16, E-G=6, G-H=10, B-M=14, G-1=5 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419608 30387 A2 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:24 2021 Page 4 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-ipGkFnyxaPGdj7m5W 1 hBk686fkhYK9tWJsFS7kz7yRj LOAD CASE(S) Standard 43) 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-26, B-D=-29, D-E=-70, E-G=-9, G-H=-6, I-M=-20 Horz: A-B=-10, B-D=-6, E-G=16, G-H=19, B-M=-5, G-I=-14 44) 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-76, B-D=-80, D-E=-19, E-G=-60, G-H=-57, I-M=-20 Horz: A-B=-10, B-D=-6, E-G=16, G-H=19, B-M=-5, G-I=-14 45) 23rd Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-39, B-D=-39, D-E=-97, E-G=-29, G-H=-29, I-M=-20 46) 24th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-107, B-D=-107, D-E=-29, E-G=-97, G-H=-97, I-M=-20 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419609 30387 A3 Common 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, -1-9-12 4-11-4 1-9-12 4-11-4 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:24 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-ipGkFnyxaPGdj7m5W 1 hBk6882kjCK28WJsFS7kz7yRj 11-6-0 18-0-12 23-0-0 24-9-12 6-6-12 6-6-12 4-11-4 1-9-12 Scale = 1:42.7 3.00 12 5x6 = I9 4x5 = 3x4 = 3x4 = 3x4 = 4x5 = 7-9-3 15-2-13 23-0-0 7-9-3 7-5-11 7-9-3 Plate Offsets (X,Y)-- [B:0-2-11,0-0-01, [C:0-1-4,0-1-81, [E:0-1-4,0-1-81, [F:0-2-11,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.12 I-K >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.23 I-K >999 240 TCDL 7.0 * Rep Stress Incr NO WB 0.95 Horz(CT) 0.07 H n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.06 I-K >999 240 Weight: 89 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) L=0-5-8, H=0-5-8 Max Horz L=25(LC 14) Max Uplift L=-60(LC 6), H=-138(LC 7) Max Grav L=1185(LC 1), H=1107(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C-D=-1978/39, D-E=-1928/72, B-L=-352/60, F-H=-315/97 BOT CHORD K-L=-54/2010, I-K=-2/1595, H-1=-124/1915 WEBS D-1=-22/399, D-K=0/452, C-K=-290/103, C-L=-2032/92, E-H=-1925/200 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) L except Qt=lb) NS GARC H=138. �� L9 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24 has/have been Building WA $� case(s) modified. S`VO�in C�, designer must review loads to verify that they are correct for the intended use of this truss. tQ p, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-74, B-D=-74, D-F=-64, F-G=-64, H-L=-20 39586 tV 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 O�� ST$Rti Uniform Loads (plf) Vert: A-B=-61, B-D=-62, D-F=-52, F-G=-51, H-L=-20 SSjONAL��� 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 June 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419609 30387 A3 Common 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:25 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-A?p7S7zZLjOULH LH4kCQGJglo82R3VOfYW_?fAz7yRi LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-13=-61, B-M=-62, D-M=-77, D-F=-25, F-G=-25, H-L=-20 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-35, B-D=-35, D-N=-67, F-N=-52, F-G=-51, H-L=-20 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-13=-24, B-D=-24, D-F=-14, F-G=-14, H-L=-40 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=22, B-D=12, D-F=11, F-G=7, H-L=-10 Horz: A-13=40, B-D=-30, D-F=20, F-13=15, B-L=12, F-H=16 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-3, B-D=1, D-F=22, F-G=32, H-L=-10 Horz: A-B=-15, B-D=-20, D-F=30, F-13=40, B-L=-16, F-H=-12 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=2, B-D=-2, D-F=-3, F-13=1, H-L=-20 Horz: A-B=-26, B-D=-22, D-F=11, F-13=15, B-L=21, F-H=7 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-9, B-D=-13, D-F=8, F-G=12, H-L=-20 Horz: A-B=-15, B-D=-11, D-F=22, F-13=26, B-L=-7, F-H=-21 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=7, B-D=12, D-F=9, F-G=4, H-L=-10 Horz: A-B=-26, B-D=-30, D-F=17, F-13=13, B-L=10, F-1­1=15 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-D=-1, D-F=22, F-G=17, H-L=-10 Horz: A-B=-13, B-D=-17, D-F=30, F-13=26, B-L=-15, F-H=-10 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=7, B-D=12, D-F=9, F-G=4, H-L=-10 Horz: A-B=-26, B-D=-30, D-F=17, F-13=13, B-L=10, F-1­1=15 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-D=-1, D-F=22, F-G=17, H-L=-10 Horz: A-B=-13, B-D=-17, D-F=30, F-13=26, B-L=-15, F-H=-10 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=2, B-D=-2, D-F=-6, F-G=-1, H-L=-20 Horz: A-B=-26, B-D=-22, D-F=8, F-G=13, B-L=19, F-H=6 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-11, B-D=-16, D-F=8, F-G=12, H-L=-20 Horz: A-13=-13, B-D=-8, D-F=22, F-G=26, B-L=-6, F-H=-19 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-124, B-D=-24, D-F=-14, F-G=-114, H-L=-20 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-74, B-M=-74, D-M=-94, D-F=-29, F-G=-29, H-L=-20 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-39, B-D=-39, D-N=-84, F-N=-64, F-G=-64, H-L=-20 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. meta1=0.90 Uniform Loads (plf) Vert: A-13=-24, B-D=-24, D-F=-14, F-G=-14, H-L=-20 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42, B-D=45, D-F=43, F-G=-40, H-L=-20 Horz: A-13=-19, B-D=-16, D-F=8, F-G=11, B-L=16, F-H=5 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-50, B-D=-53, D-F=-35, F-G=-32, H-L=-20 Horz: A-B=-11, B-D=-8, D-F=16, F-G=19, B-L=-5, F-H=-16 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42, B-D=-45, D-F=45, F-G=-42, H-L=-20 Horz: A-13=-19, B-D=-16, D-F=6, F-G=10, B-L=14, F-H=5 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419609 30387 A3 Common 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:25 2021 Page 3 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-A?p7S7zZLjOULH LH4kCQGJglo82R3VOfYW_?fAz7yRi LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=-52, B-D=-55, D-F=-35, F-G=-32, H-L=-20 Horz: A-B=-10, B-D=-6, D-F=16, F-G=19, B-L=-5, F-H=-14 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-D=-64, D-F=-54, F-G=-54, H-L=-20 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419610 30387 A4 Common 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, s -1-9-12 4-11-4 1-9-12 4-11-4 3.00 12 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:25 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-A?p7S7zZLjOU LHLH4kCQGJgJC8203VQfYW_?fAz7yRi 11-6-0 18-0-12 23-0-0 6-6-12 6-6-12 4-11-4 5x6 = Scale = 1:41.0 4X5 _ SX4 — SX4 — 11X4 — 4X5 7-9-3 15-2-13 23-0-0 7-9-3 7-5-11 7-9-3 Plate Offsets (X,Y)-- [13:0-2-11,0-0-01, [C:0-1-4,0-1-81, [E:0-1-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.12 H-J >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.23 H-J >999 240 TCDL 7.0 * Rep Stress Incr NO WB 0.95 Horz(CT) 0.07 G n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.06 H-J >999 240 Weight: 87 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 210OF 1.8E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) K=0-5-8, G=0-5-8 Max Horz K=31(LC 14) Max Uplift K=-61(LC 6), G=-73(LC 7) Max Grav K=1190(LC 1), G=976(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C-D=-1993/40, D-E=-1964/86, B-K=-352/60 BOT CHORD J-K=-61/2024, H-J=-10/1611, G-H=-168/1974 WEBS D-H=-27/422, E-H=-252/178, D-J=0/439, C-J=-273/103, C-K=-2030/93, E-G=-1917/189 Structural wood sheathing directly applied or 4-8-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) K, G. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-74, B-D=-74, D-F=-64, G-K=-20 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-61, B-D=-62, D-F=-52, G-K=-20 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-61, B-L=-62, D-L=-75, D-F=-25, G-K=-20 3958�6 �� CISTE S;tONAL V- A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 June 10,2021 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419610 30387 A4 Common 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:25 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-A?p7S7zZLjOU LHLH4kCQGJgJC8203VQfYW_?fAz7yRi LOAD CASE(S) Standard 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-35, B-D=-35, D-M=-67, F-M=-52, G-K=-20 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-13=-24, B-D=-24, D-F=-14, G-K=-40 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=22, B-D=12, D-F=11, G-K=-10 Horz: A-13=40, B-D=-30, D-F=20, B-K=12, F-G=16 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-3, B-D=1, D-F=22, G-K=-10 Horz: A-13=-15, B-D=-20, D-F=30, B-K=-16, F-G=-12 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=2, B-D=-2, D-F=-3, G-K=-20 Horz: A-B=-26, B-D=-22, D-F=11, B-K=21, F-G=7 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-9, B-D=-13, D-F=8, G-K=-20 Horz: A-B=-15, B-D=-11, D-F=22, B-K=-7, F-G=-21 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=7, B-D=12, D-F=9, G-K=-10 Horz: A-B=-26, B-D=-30, D-F=17, B-K=10, F-G=15 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-D=-1, D-F=22, G-K=-10 Horz: A-B=-13, B-D=-17, D-F=30, B-K=-15, F-G=-10 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=7, B-D=12, D-F=9, G-K=-10 Horz: A-B=-26, B-D=-30, D-F=17, B-K=10, F-G=15 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-D=-1, D-F=22, G-K=-10 Horz: A-B=-13, B-D=-17, D-F=30, B-K=-15, F-G=-10 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=2, B-D=-2, D-F=-6, G-K=-20 Horz: A-B=-26, B-D=-22, D-F=8, B-K=19, F-G=6 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-11, B-D=-16, D-F=8, G-K=-20 Horz: A-13=-13, B-D=-8, D-F=22, B-K=-6, F-G=-19 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-124, B-D=-24, D-F=-14, G-K=-20 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-74, B-L=-74, D-L=-92, D-F=-29, G-K=-20 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-39, B-D=-39, D-M=-84, F-M=-64, G-K=-20 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. meta1=0.90 Uniform Loads (plf) Vert: A-13=-24, B-D=-24, D-F=-14, G-K=-20 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42, B-D=-45, D-F=43, G-K=-20 Horz: A-13=-19, B-D=-16, D-F=8, B-K=16, F-G=5 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-50, B-D=-53, D-F=-35, G-K=-20 Horz: A-B=-11, B-D=-8, D-F=16, B-K=-5, F-G=-16 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42, B-D=-45, D-F=45, G-K=-20 Horz: A-13=-19, B-D=-16, D-F=6, B-K=14, F-G=5 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-52, B-D=-55, D-F=-35, G-K=-20 Horz: A-13=-10, B-D=-6, D-F=16, B-K=-5, F-G=-14 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419610 30387 A4 Common 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:25 2021 Page 3 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-A?p7S7zZLjOULHLH4kCQGJgJC8203VQfYW_?fAz7yRi LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=-64, B-D=-64, D-F=-54, G-K=-20 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419611 30387 B1 Half Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 4-5-4 8x12 = 3.00 F12 3-6-12 6x8 = 3x5 = 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:27 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-70xttp_gtKeCbaUgB9EuLkmZGxjEXUby?gT6j2z7yRg 14-11-0 22-0-0 6-11-0 7-1-0 2x4 Q R E 6x10 MT18HS = 8x12 = Scale = 1:37.9 6x10 = 4x10 MT18HS = 8-0-0 14-11-0 22-0-0 8-0-0 6-11-0 7-1-0 Plate Offsets (X,Y)-- [A:0-0-0,0-2-81, [D:0-5-4,0-3-121, [F:0-3-12,0-2-81, [GEdge,0-2-01, [H:0-2-4,0-4-41 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) -0.28 H-J >920 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.47 H-J >558 240 MT18HS 197/144 TCDL 7.0 * Rep Stress Incr NO WB 0.59 Horz(CT) 0.06 G n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.16 H-J >999 240 Weight: 111 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* F-G: 2x6 SPF No.2, D-H,F-H: 2x4 SPF 210OF 1.8E SLIDER Left 2x4 SPF No.2 4 2-2-0 REACTIONS. (size) A=0-5-8, G=0-5-8 Max Horz A=75(LC 41) Max Uplift A=-171(LC 6), G=-207(LC 6) Max Grav A=2298(LC 25), G=2721(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-C=-5265/474, C-D=-5804/520, D-E=-5513/458, E-F=-5513/458, F-G=-2295/218 BOT CHORD A-J=-437/4954, H-J=-475/5681, G-H=-32/254 WEBS C-J=-257/1123, D-J=0/571, D-H=-587/214, E-H=-723/147, F-H=-448/5610 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) A=171, G=207. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 585 lb down and 182 lb up at 8-0-0, 67 lb down and 22 lb up at 10-0-12, 67 lb down and 22 lb up at 12-0-12, 67 lb down and 22 lb up at 14-0-12, 67 lb down and 22 lb up at 16-0-12, and 67 lb down and 22 lb up at 18-0-12, and 67 lb down and 22 lb up at 20-0-12 on top chord, and 89 lb down at 2-0-12, 89 lb down at 4-0-12, 95 lb down at 6-0-12, 280 lb down and 25 lb up at 8-0-12, 280 lb down and 25 lb up at 10-0-12, 280 lb down and 25 lb up at 12-0-12, 280 lb down and 25 lb up at 14-0-12, 280 lb down and 25 lb up at 16-0-12, and 280 lb down and 25 lb up at 18-0-12, and 280 lb down and 25 lb up at 20-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 June 10,2021 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419611 30387 B1 Half Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:27 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-70xttp_gtKeCbaUgB9EuLkmZGxjEXUby?gT6j2z7yRg LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-64, D-F=-64, G-K=-20 Concentrated Loads (lb) Vert: D=-555(F) 1=-280(F) J=-280(F) 0=-32(F) P=-32(F) R=-32(F) S=-32(F) T=-32(F) U=-32(F) V=-80(F) W=-44(F) X=-55(F) Y=-280(F) Z=-280(F) AA=-280(F) AB=-280(F) AC=-280(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419612 30387 B2 Half Hip 1 1 Job Reference (optional) Alliance I russ (LA), ADDOTSTOra, Cl; - VZo M-0, 25.43U S May 1 Z LULI MI I eK mausrrles, Inc. vve0 Jun v lt):54:zt5 LULI rage 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-baVF59?Seem3Ck3slsl7uylpAL5wGtM6EU DfGVz7yRf 4-11-1 10-0-0 15-104 22-0-0 4-11-1 5-0-14 5-10-4 6-1-12 3x, Scale = 1:37.7 5x6 = 1.5x4 II 4x5 = 3.00 12 C D L E J 3x4 = 3x4 = — F 4x8 4x5 = 2x4 11 8-0-14 15-10-4 22-0-0 8-0-14 7-9-6 6-1-12 Plate Offsets (X,Y)-- [B:0-1-4,0-1-121, [C:0-3-0,0-1-121, [E:0-2-8,0-1-81, [G:0-1-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.11 G-1 >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.22 I-J >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.88 Horz(CT) 0.04 F n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.06 G-1 >999 240 Weight: 86 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) F=0-5-8, J=Mechanical Max Horz J=95(LC 7) Max Uplift F=-131(LC 6), J=-126(LC 6) Max Grav F=1116(LC 24), J=1048(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-B=-297/18, B-C=-1813/241, C-D=-1633/223, D-E=-1629/222, E-F=-1061/155, A-J=-266/49 BOT CHORD I-J=-293/1977, G-1=-214/1622 WEBS B-1=-320/199, C-1=0/384, C-G=-456/73, D-G=-678/152, E-G=-216/1779, B-J=-1875/297 Structural wood sheathing directly applied or 3-8-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) F=131,J=126. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419613 30387 B3 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, III 10-10-E 4-10-15 5-11-9 3x, 5x6 — 3.00 12 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:29 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-3n3d I VO4Pyuvque3JaGM R9rzklQZ?I iFT7yDoxz7yRe 16-3-8 22-0-0 5-5-0 5-8-8 1.5x4 II Scale = 1:38.0 4x5 = 3x4 = 3x5 = 4x8 4x5 — 1.5x4 11 8-3-8 16-3-8 22-0-0 8-3-8 8-0-0 5-8-8 Plate Offsets (X,Y)-- [B:0-1-0,0-1-81, [C:0-2-12,0-1-121, [E:0-2-8,0-1-121, [G:0-1-12,0-1-121, [J:0-2-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.11 I-J >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.23 I-J >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.93 Horz(CT) 0.05 F n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.06 G-1 >999 240 Weight: 87 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) F=0-5-8, J=Mechanical Max Horz J=102(LC 7) Max Uplift F=-132(LC 6), J=-125(LC 6) Max Grav F=1088(LC 24), J=1079(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-B=-278/10, B-C=-1865/232, C-D=-1405/201, D-E=-1401/199, E-F=-1040/153 BOT CHORD I-J=-305/2083, G-1=-204/1489 WEBS B-1=-392/171, C-1=0/453, C-G=-530/85, D-G=-627/140, E-G=-196/1587, B-J=-2006/314 Structural wood sheathing directly applied or 2-8-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) F=132, J=125. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419614 30387 C1 Roof Special Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:31 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-?9BOjB2KxZ8d3CoRQ?JgWawH BZ3YTBHYwRRKsgz7yRc 1-9-12 6-0-0 10-10-6 16-1-1 22-0-0 27-0-0 32-5-2 38-0-0 1-9-12 6-0-0 4-10-6 5-2-11 5-10-15 5-0-0 5-5-2 5 6-14 3.00 12 8x12 MT18HS = 5x7 2.4 11 9x20 M1116 = 5x6 = Scale = 1:69.2 T AB S R Q AC AD AE AF P AG AH O N M L K J 3x5 = 8x12 = 5x10 = 6x8 = 4x10 = 4x6 = 6x12 = 6x12 MT18HS = 2x4 11 5-2-12 10-11-10 16-1-1 22-0-0 27-0-0 32-5-2 38-0-0 5-2-12 5-8-14 5-1-7 5-10-15 5-0-0 5-5-2 5 6-14 Plate Offsets (X,Y)-- [B:0-1-12,0-1-8], [C:0-7-12,0-2-8], [D:0-1-12,0-2-0], [1:0-4-4,0-1-12], [J:0-5-0,0-2-0], [K:0-3-8,0-2-12], [L:0-4-0,0-2-8], [0:0-5-0,0-4-8], [P:0-2-12,0-3-0], [R:0-1-12,0-2-0],[T:0-2-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.67 M-0 >579 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -1.11 M-0 >351 240 M1116 127/82 TCDL 7.0 * Rep Stress Incr NO WB 0.99 Horz(CT) 0.14 J n/a n/a MT18HS 197/144 BCLL 0.0 Code IBC2015/TPI2014 Matrix -MS Wind(LL) 0.34 M-0 >999 240 Weight: 184 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 210OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-13 oc purlins, A-C: 2x4 SPF No.2, C-F: 2x6 SPF 2100F 1.8E except end verticals. BOT CHORD 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 *Except* 6-0-0 oc bracing: R-T,P-R. C-R,B-T,I-J: 2x6 SPF No.2, C-P,D-O: 2x4 SPF 21 OOF 1.8E WEBS T-Brace: 2x4 SPF No.2 - F-L OTHERS 2x4 SPF No.2 Fasten (2X) T and I braces to narrow edge of web with 1 Od (0.131"x3") nails, Bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (size) R=(0-5-8 + bearing block) , J=0-5-8 Max Horz R=31(LC 10) Max Uplift R=-452(LC 6), J=-143(LC 7) Max Grav R=4104(LC 1), J=1988(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-342/1329, C-D=-7153/358, D-E=-11025/790, E-F=-11029/792, F-G=-4907/367, G-H=-4922/374, H-1=-4653/320, I-J=-1807/157 BOT CHORD R-T=-353/37, P-R=-549/920, O-P=-340/7145, M-0=-706/9206, L-M=-702/9210, K-L=-295/4459,J-K=-70/847 WEBS C-R=-3865/477, C-P=-403/6790, D-P=-2517/277, D-0=-513/4228, E-0=-747/114, F-0=-657/1932, F-L=-5177/423, G-L=-100/2052, H-L=-109/626, H-K=-560/102, B-R=-1170/328,1-K=-227/3640 NOTES- 1) 2x6 SPF 210OF 1.8E bearing block 12" long at jt. R attached to front face with 3 rows of 10d (0.131 "x3") nails spaced 3" D.C. 12 Total fasteners. Bearing is assumed to be SPF No.2. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially 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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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. 10) Bearing at joint(s) J 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) except Qt=lb) A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 June 10,2021 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419614 30387 C1 Roof Special Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:31 2021 Page 2 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-?9BOjB2KxZ8d3CoRQ?JgWawHBZ3YTBHYwRRKsgz7yRc NOTES- 12) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 549 lb down and 181 lb up at 6-0-0, 177 lb down and 38 lb up at 8-0-12, 177 lb down and 38 lb up at 10-0-12, and 177 lb down and 38 lb up at 12-0-12, and 177 lb down and 38 lb up at 14-0-12 on top chord, and 61 lb down at 2-0-12, 58 lb down at 4-0-12, 65 lb down at 6-0-12, 65 lb down at 8-0-12, 65 lb down at 10-0-12, 65 lb down at 12-0-12, and 65 lb down at 14-0-12, and 1317 lb down and 166 lb up at 15-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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: A-B=-64, B-C=-64, C-E=-74, E-F=-64, F-G=-64, G-I=-64, J-T=-20 Concentrated Loads (lb) Vert: C=-465(F) 0=-1317(F) U=-142(F) V=-142(F) W=-142(F) Y=-142(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-51, B-C=-51, C-E=-61, E-F=-52, F-G=-52, G-I=-51, J-T=-20 Concentrated Loads (lb) Vert: C=-376(F) 0=-1102(F) U=-119(F) V=-119(F) W=-119(F) Y=-119(F) AB=-25(F) AC=-28(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-51, B-C=-51, C-E=-61, E-F=-52, F-G=-64, G-I=-25, J-T=-20 Concentrated Loads (lb) Vert: C=-376(F) 0=-1102(F) U=-119(F) V=-119(F) W=-119(F) Y=-119(F) AB=-25(F) AC=-28(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-25, B-C=-25, C-E=-35, E-F=-25, F-G=-25, G-AA=-77, I-AA=-52, J-T=-20 Concentrated Loads (lb) Vert: C=-439(F) 0=-1102(F) U=-145(F) V=-145(F) W=-145(F) Y=-145(F) AB=-25(F) AC=-28(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-14, B-C=-14, C-E=-24, E-F=-14, F-G=-14, G-I=-14, J-T=-40 Concentrated Loads (lb) Vert: C=-147(F) 0=-690(F) U=-55(F) V=-55(F) W=-55(F) Y=-55(F) AB=-53(F) AC=-58(F) AD=-65(F) AE=-65(F) AF=-65(F) AG=-65(F) AH=-65(F) 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=32, B-C=22, C-E=12, E-F=22, F-G=22, G-1=11, R-T=4, J-R=-10 Horz: A-13=40, B-C=-30, F-G=-30, G-1=20, B-T=12, I-J=16 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=114(F) 0=156(F) U=11(F) V=11(F) W=11(F) Y=11(F) AB=-13(F) AC=-14(F) AD=-18(F) AE=-18(F) AF=-18(F) AG=-18(F) AH=-18(F) 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=7, B-C=11, C-E=-1, E-F=9, F-G=11, G-1=22, J-T=-10 Horz: A-B=-15, B-C=-20, F-G=-20, G-1=30, B-T=-16, I-J=-12 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=143(F) 0=156(F) U=24(F) V=24(F) W=24(F) Y=24(F) AB=-13(F) AC=-14(F) AD=-18(F) AE=-18(F) AF=-18(F) AG=-18(F) AH=-18(F) 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=12, B-C=8, C-E=-2, E-F=8, F-G=8, G-I=-3, R-T=-6, J-R=-20 Horz: A-B=-26, B-C=-22, F-G=-22, G-1=11, B-T=21, I-J=7 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=149(F) 0=166(F) U=25(F) V=25(F) W=25(F) Y=25(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=1, B-C=-3, C-E=-16, E-F=-6, F-G=-3, G-1=8, J-T=-20 Horz: A-B=-15, B-C=-11, F-G=-11, G-1=22, B-T=-7, I-J=-21 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=178(F) 0=166(F) U=38(F) V=38(F) W=38(F) Y=38(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=17, B-C=22, C-E=12, E-F=22, F-G=22, G-1=9, J-T=-10 Horz: A-B=-26, B-C=-30, F-G=-30, G-1=17, B-T=10, I-J=15 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=114(F) 0=156(F) U=11(F) V=11(F) W=11(F) Y=11(F) AB=-13(F) AC=-14(F) AD=-18(F) AE=-18(F) AF=-18(F) AG=-18(F) AH=-18(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419614 30387 C1 Roof Special Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:31 2021 Page 3 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-?9BOjB2KxZ8d3CoRQ?JgWawHBZ3YTBHYwRRKsgz7yRc LOAD CASE(S) Standard 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=4, B-C=9, C-E=-1, E-F=9, F-G=9, G-1=22, J-T=-10 Horz: A-13=-13, B-C=-17, F-G=-17, G-1=30, B-T=-15, I-J=-10 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=146(F) 0=156(F) U=24(F) V=24(F) W=24(F) Y=24(F) AB=-13(F) AC=-14(F) AD=-18(F) AE=-18(F) AF=-18(F) AG=-18(F) AH=-18(F) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=17, B-C=22, C-E=12, E-F=22, F-G=22, G-1=9, J-T=-10 Horz: A-B=-26, B-C=-30, F-G=-30, G-1=17, B-T=10, I-J=15 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=114(F) 0=156(F) U=11(F) V=11(F) W=11(F) Y=11(F) AB=-13(F) AC=-14(F) AD=-18(F) AE=-18(F) AF=-18(F) AG=-18(F) AH=-18(F) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=4, B-C=9, C-E=-1, E-F=9, F-G=9, G-1=22, J-T=-10 Horz: A-13=-13, B-C=-17, F-G=-17, G-1=30, B-T=-15, I-J=-10 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=146(F) 0=156(F) U=24(F) V=24(F) W=24(F) Y=24(F) AB=-13(F) AC=-14(F) AD=-18(F) AE=-18(F) AF=-18(F) AG=-18(F) AH=-18(F) 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=12, B-C=8, C-E=-2, E-F=8, F-G=8, G-I=-6, J-T=-20 Horz: A-13=-26, B-C=-22, F-G=-22, G-1=8, B-T=19, I-J=6 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=149(F) 0=166(F) U=25(F) V=25(F) W=25(F) Y=25(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-1, B-C=-6, C-E=-16, E-F=-6, F-G=-6, G-1=8, J-T=-20 Horz: A-13=-13, B-C=-8, F-G=-8, G-1=22, B-T=-6, I-J=-19 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=181(F) 0=166(F) U=38(F) V=38(F) W=38(F) Y=38(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-114, B-C=-14, C-E=-24, E-F=-14, F-G=-14, G-I=-14, J-T=-20 Concentrated Loads (lb) Vert: C=-88(F) 0=-455(F) U=-30(F) V=-30(F) W=-30(F) Y=-30(F) AB=-18(F) AC=-15(F) AD=-17(F) AE=-17(F) AF=-17(F) AG=-17(F) AH=-17(F) 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-64, B-C=-64, C-E=-74, E-F=-64, F-G=-81, G-I=-29, J-T=-20 Concentrated Loads (lb) Vert: C=-465(F) 0=-1317(F) U=-142(F) V=-142(F) W=-142(F) Y=-142(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-29, B-C=-29, C-E=-39, E-F=-29, F-G=-29, G-AA=-98, I-AA=-64, J-T=-20 Concentrated Loads (lb) Vert: C=-549(F) 0=-1317(F) U=-177(F) V=-177(F) W=-177(F) Y=-177(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: A-13=-14, B-C=-14, C-E=-24, E-F=-14, F-G=-14, G-I=-14, J-T=-20 Concentrated Loads (lb) Vert: C=-107(F) 0=-455(F) U=-48(F) V=-48(F) W=-48(F) Y=-48(F) AB=-26(F) AC=-29(F) AD=-34(F) AE=-34(F) AF=-34(F) AG=-34(F) AH=-34(F) 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-32, B-C=-35, C-E=-45, E-F=-35, F-G=-35, G-1=43, R-T=-9, J-R=-20 Horz: A-13=-19, B-C=-16, F-G=-16, G-1=8, B-T=16, I-J=5 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=97(F) 0=62(F) U=11(F) V=11(F) W=11(F) Y=11(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=40, B-C=-43, C-E=-55, E-F=-45, F-G=43, G-I=-35, J-T=-20 Horz: A-B=-11, B-C=-8, F-G=-8, G-1=16, B-T=-5, I-J=-16 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=119(F) 0=62(F) U=21(F) V=21(F) W=21(F) Y=21(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419614 30387 C1 Roof Special Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:31 2021 Page 4 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-?9BOjB2KxZ8d3CoRQ?JgWawHBZ3YTBHYwRRKsgz7yRc LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=-32, B-C=-35, C-E=-45, E-F=-35, F-G=-35, G-1=45, J-T=-20 Horz: A-B=-19, B-C=-16, F-G=-16, G-1=6, B-T=14, I-J=5 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=97(F) 0=62(F) U=11(F) V=11(F) W=11(F) Y=11(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42, B-C=-45, C-E=-55, E-F=-45, F-G=45, G-I=-35, J-T=-20 Horz: A-13=-10, B-C=-6, F-G=-6, G-1=16, B-T=-5, I-J=-14 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=121(F) 0=62(F) U=21(F) V=21(F) W=21(F) Y=21(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-54, B-C=-54, C-E=-64, E-F=-54, F-G=-54, G-I=-54, J-T=-20 Concentrated Loads (lb) Vert: C=-489(F) 0=-1317(F) U=-152(F) V=-152(F) W=-152(F) Y=-152(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 25) 3rd Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, C-E=-35, E-F=-25, F-G=-64, G-I=-25, J-T=-20 Concentrated Loads (lb) Vert: C=-394(F) 0=-1102(F) U=-145(F) V=-145(F) W=-145(F) Y=-145(F) AB=-25(F) AC=-28(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 26) 4th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-25, B-C=-25, C-X=-61, E-X=-74, E-F=-64, F-G=-25, G-I=-25, J-T=-20 Concentrated Loads (lb) Vert: C=-406(F) 0=-1102(F) U=-119(F) V=-119(F) W=-115(F) Y=-106(F) AB=-25(F) AC=-28(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 27) 5th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-71, B-C=-71, C-E=-35, E-F=-25, F-G=-25, G-I=-25, J-T=-20 Concentrated Loads (lb) Vert: C=-386(F) 0=-1102(F) U=-145(F) V=-145(F) W=-145(F) Y=-145(F) AB=-25(F) AC=-28(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 28) 6th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-25, B-C=-25, C-D=-68, D-E=-61, E-F=-52, F-G=-25, G-Z=-57, I-Z=-51, J-T=-20 Concentrated Loads (lb) Vert: C=-398(F) 0=-1102(F) U=-112(F) V=-112(F) W=-118(F) Y=-119(F) AB=-25(F) AC=-28(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 29) 7th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-25, B-C=-25, C-E=-35, E-F=-25, F-G=-68, G-I=-25, J-T=-20 Concentrated Loads (lb) Vert: C=-439(F) 0=-1102(F) U=-145(F) V=-145(F) W=-145(F) Y=-145(F) AB=-25(F) AC=-28(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 30) 8th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-25, B-C=-25, C-E=-35, E-F=-25, F-G=-25, G-AA=-77, I-AA=-52, J-T=-20 Concentrated Loads (lb) Vert: C=-439(F) 0=-1102(F) U=-145(F) V=-145(F) W=-145(F) Y=-145(F) AB=-25(F) AC=-28(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 31) 9th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-29, B-C=-29, C-E=-107, E-F=-97, F-G=-29, G-I=-29, J-T=-20 Concentrated Loads (lb) Vert: C=-466(F) 0=-1317(F) U=-109(F) V=-109(F) W=-109(F) Y=-109(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 32) 10th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-97, B-C=-97, C-E=-39, E-F=-29, F-G=-97, G-I=-29, J-T=-20 Concentrated Loads (lb) Vert: C=-470(F) 0=-1317(F) U=-177(F) V=-177(F) W=-177(F) Y=-177(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 33) 11th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-80, B-C=-80, C-E=-39, E-F=-29, F-G=-81, G-I=-29, J-T=-20 Concentrated Loads (lb) Vert: C=-489(F) 0=-1317(F) U=-177(F) V=-177(F) W=-177(F) Y=-177(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 34) 12th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-29, B-C=-29, C-X=-74, E-X=-90, E-F=-80, F-G=-29, G-I=-29, J-T=-20 Concentrated Loads (lb) Vert: C=-506(F) 0=-1317(F) U=-142(F) V=-142(F) W=-138(F) Y=-126(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 35) 13th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-89, B-C=-89, C-E=-39, E-F=-29, F-G=-29, G-I=-29, J-T=-20 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419614 30387 C1 Roof Special Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:31 2021 Page 5 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-?9BOjB2KxZ8d3CoRQ?JgWawHBZ3YTBHYwRRKsgz7yRc LOAD CASE(S) Standard Concentrated Loads (lb) Vert: C=-478(F) 0=-1317(F) U=-177(F) V=-177(F) W=-177(F) Y=-177(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 36) 14th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-29, B-C=-29, C-D=-83, D-E=-74, E-F=-64, F-G=-29, G-Z=-71, I-Z=-64, J-T=-20 Concentrated Loads (lb) Vert: C=-495(F) 0=-1317(F) U=-133(F) V=-133(F) W=-142(F) Y=-142(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 37) 15th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-29, B-C=-29, C-E=-39, E-F=-29, F-G=-85, G-I=-29, J-T=-20 Concentrated Loads (lb) Vert: C=-549(F) 0=-1317(F) U=-177(F) V=-177(F) W=-177(F) Y=-177(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 38) 16th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-29, B-C=-29, C-E=-39, E-F=-29, F-G=-29, G-AA=-98, I-AA=-64, J-T=-20 Concentrated Loads (lb) Vert: C=-549(F) 0=-1317(F) U=-177(F) V=-177(F) W=-177(F) Y=-177(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 39) 17th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-25, B-C=-25, C-E=-86, E-F=-76, F-G=-25, G-I=-25, J-T=-20 Concentrated Loads (lb) Vert: C=-376(F) 0=-1102(F) U=-94(F) V=-94(F) W=-94(F) Y=-94(F) AB=-25(F) AC=-28(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 40) 18th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-76, B-C=-76, C-E=-35, E-F=-25, F-G=-76, G-I=-25, J-T=-20 Concentrated Loads (lb) Vert: C=-379(F) 0=-1102(F) U=-145(F) V=-145(F) W=-145(F) Y=-145(F) AB=-25(F) AC=-28(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 41) 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-C=-9, C-E=-70, E-F=-60, F-G=-9, G-I=-17, R-T=-9, J-R=-20 Horz: A-B=-19, B-C=-16, F-G=-16, G-1=8, B-T=16, I-J=5 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=97(F) 0=62(F) U=11(F) V=11(F) W=11(F) Y=11(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 42) 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-57, B-C=-60, C-E=-19, E-F=-9, F-G=-60, G-I=-17, R-T=-9, J-R=-20 Horz: A-13=-19, B-C=-16, F-G=-16, G-1=8, B-T=16, I-J=5 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=97(F) 0=62(F) U=11(F) V=11(F) W=11(F) Y=11(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 43) 21 st Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-14, B-C=-17, C-E=-80, E-F=-70, F-G=-17, G-I=-9, J-T=-20 Horz: A-B=-11, B-C=-8, F-G=-8, G-1=16, B-T=-5, I-J=-16 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=119(F) 0=62(F) U=21(F) V=21(F) W=21(F) Y=21(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 44) 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-65, B-C=-68, C-E=-29, E-F=-19, F-G=-68, G-I=-9, J-T=-20 Horz: A-B=-11, B-C=-8, F-G=-8, G-1=16, B-T=-5, I-J=-16 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=119(F) 0=62(F) U=21(F) V=21(F) W=21(F) Y=21(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 45) 23rd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-C=-9, C-E=-70, E-F=-60, F-G=-9, G-I=-19, J-T=-20 Horz: A-B=-19, B-C=-16, F-G=-16, G-1=6, B-T=14, I-J=5 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=97(F) 0=62(F) U=11(F) V=11(F) W=11(F) Y=11(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 46) 24th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-57, B-C=-60, C-E=-19, E-F=-9, F-G=-60, G-I=-19, J-T=-20 Horz: A-B=-19, B-C=-16, F-G=-16, G-1=6, B-T=14, I-J=5 Drag: C-D=O, E-F=-O A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419614 30387 C1 Roof Special Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:31 2021 Page 6 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-?9BOjB2KxZ8d3CoRQ?JgWawHBZ3YTBHYwRRKsgz7yRc LOAD CASE(S) Standard Concentrated Loads (lb) Vert: C=97(F) 0=62(F) U=11(F) V=11(F) W=11(F) Y=11(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 47) 25th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-16, B-C=-19, C-E=-80, E-F=-70, F-G=-19, G-I=-9, J-T=-20 Horz: A-B=-10, B-C=-6, F-G=-6, G-1=16, B-T=-5, I-J=-14 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=121(F) 0=62(F) U=21(F) V=21(F) W=21(F) Y=21(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 48) 26th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-66, B-C=-70, C-E=-29, E-F=-19, F-G=-70, G-I=-9, J-T=-20 Horz: A-B=-10, B-C=-6, F-G=-6, G-1=16, B-T=-5, I-J=-14 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=121(F) 0=62(F) U=21(F) V=21(F) W=21(F) Y=21(F) AB=-3(F) AC=-4(F) AD=-8(F) AE=-8(F) AF=-8(F) AG=-8(F) AH=-8(F) 49) 27th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-29, B-C=-29, C-E=-107, E-F=-97, F-G=-29, G-I=-29, J-T=-20 Concentrated Loads (lb) Vert: C=-466(F) 0=-1317(F) U=-109(F) V=-109(F) W=-109(F) Y=-109(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 50) 28th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-97, B-C=-97, C-E=-39, E-F=-29, F-G=-97, G-I=-29, J-T=-20 Concentrated Loads (lb) Vert: C=-470(F) 0=-1317(F) U=-177(F) V=-177(F) W=-177(F) Y=-177(F) AB=-24(F) AC=-28(F) AD=-46(F) AE=-46(F) AF=-46(F) AG=-46(F) AH=-46(F) 51) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=32, B-C=22, C-E=12, E-F=22, F-G=22, G-1=11, R-T=4, J-R=-10 Horz: A-13=40, B-C=-30, F-G=-30, G-1=20, B-T=12, I-J=16 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-171(F) 0=-415(F) U=-70(F) V=-70(F) W=-70(F) Y=-70(F) AB=-61(F) AC=-55(F) AD=-45(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 52) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=7, B-C=11, C-E=-1, E-F=9, F-G=11, G-1=22, J-T=-10 Horz: A-B=-15, B-C=-20, F-G=-20, G-1=30, B-T=-16, I-J=-12 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-143(F) 0=-415(F) U=-58(F) V=-58(F) W=-58(F) Y=-58(F) AB=-46(F) AC=-40(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 53) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=12, B-C=8, C-E=-2, E-F=8, F-G=8, G-I=-3, R-T=-6, J-R=-20 Horz: A-B=-26, B-C=-22, F-G=-22, G-1=11, B-T=21, I-J=7 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-137(F) 0=-405(F) U=-56(F) V=-56(F) W=-56(F) Y=-56(F) AB=-51(F) AC=-45(F) AD=-35(F) AE=-33(F) AF=-33(F) AG=-33(F) AH=-33(F) 54) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=1, B-C=-3, C-E=-16, E-F=-6, F-G=-3, G-1=8, J-T=-20 Horz: A-13=-15, B-C=-11, F-G=-11, G-1=22, B-T=-7, I-J=-21 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-109(F) 0=-405(F) U=-44(F) V=-44(F) W=-44(F) Y=-44(F) AB=-36(F) AC=-30(F) AD=-33(F) AE=-33(F) AF=-33(F) AG=-33(F) AH=-33(F) 55) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=17, B-C=22, C-E=12, E-F=22, F-G=22, G-1=9, J-T=-10 Horz: A-B=-26, B-C=-30, F-G=-30, G-1=17, B-T=10, I-J=15 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-171(F) 0=-415(F) U=-70(F) V=-70(F) W=-70(F) Y=-70(F) AB=-46(F) AC=-40(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 56) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=4, B-C=9, C-E=-1, E-F=9, F-G=9, G-1=22, J-T=-10 Horz: A-B=-13, B-C=-17, F-G=-17, G-1=30, B-T=-15, I-J=-10 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-141(F) 0=-415(F) U=-58(F) V=-58(F) W=-58(F) Y=-58(F) AB=-46(F) AC=-40(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 57) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419614 30387 C1 Roof Special Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:31 2021 Page 7 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-?9BOjB2KxZ8d3CoRQ?JgWawHBZ3YTBHYwRRKsgz7yRc LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-13=17, B-C=22, C-E=12, E-F=22, F-G=22, G-1=9, J-T=-10 Horz: A-B=-26, B-C=-30, F-G=-30, G-1=17, B-T=10, I-J=15 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-171(F) 0=-415(F) U=-70(F) V=-70(F) W=-70(F) Y=-70(F) AB=-46(F) AC=-40(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 58) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=4, B-C=9, C-E=-1, E-F=9, F-G=9, G-1=22, J-T=-10 Horz: A-B=-13, B-C=-17, F-G=-17, G-1=30, B-T=-15, I-J=-10 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-141(F) 0=-415(F) U=-58(F) V=-58(F) W=-58(F) Y=-58(F) AB=-46(F) AC=-40(F) AD=-43(F) AE=-43(F) AF=-43(F) AG=-43(F) AH=-43(F) 59) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=12, B-C=8, C-E=-2, E-F=8, F-G=8, G-I=-6, J-T=-20 Horz: A-B=-26, B-C=-22, F-G=-22, G-1=8, B-T=19, I-J=6 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-137(F) 0=-405(F) U=-56(F) V=-56(F) W=-56(F) Y=-56(F) AB=-36(F) AC=-30(F) AD=-33(F) AE=-33(F) AF=-33(F) AG=-33(F) AH=-33(F) 60) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-1, B-C=-6, C-E=-16, E-F=-6, F-G=-6, G-1=8, J-T=-20 Horz: A-13=-13, B-C=-8, F-G=-8, G-1=22, B-T=-6, I-J=-19 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-106(F) 0=-405(F) U=-44(F) V=-44(F) W=-44(F) Y=-44(F) AB=-36(F) AC=-30(F) AD=-33(F) AE=-33(F) AF=-33(F) AG=-33(F) AH=-33(F) 61) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-32, B-C=-35, C-E=-45, E-F=-35, F-G=-35, G-1=43, R-T=-9, J-R=-20 Horz: A-13=-19, B-C=-16, F-G=-16, G-1=8, B-T=16, I-J=5 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-262(F) 0=-794(F) U=-82(F) V=-82(F) W=-82(F) Y=-82(F) AB=-41(F) AC=-40(F) AD=-39(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) 62) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=40, B-C=-43, C-E=-55, E-F=-45, F-G=43, G-I=-35, J-T=-20 Horz: A-B=-11, B-C=-8, F-G=-8, G-1=16, B-T=-5, I-J=-16 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-241(F) 0=-794(F) U=-73(F) V=-73(F) W=-73(F) Y=-73(F) AB=-30(F) AC=-29(F) AD=-38(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) 63) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-32, B-C=-35, C-E=-45, E-F=-35, F-G=-35, G-1=45, J-T=-20 Horz: A-13=-19, B-C=-16, F-G=-16, G-1=6, B-T=14, I-J=5 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-262(F) 0=-794(F) U=-82(F) V=-82(F) W=-82(F) Y=-82(F) AB=-30(F) AC=-29(F) AD=-38(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) 64) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42, B-C=-45, C-E=-55, E-F=-45, F-G=45, G-I=-35, J-T=-20 Horz: A-13=-10, B-C=-6, F-G=-6, G-1=16, B-T=-5, I-J=-14 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-239(F) 0=-794(F) U=-73(F) V=-73(F) W=-73(F) Y=-73(F) AB=-30(F) AC=-29(F) AD=-38(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) 65) Reversal: 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-C=-9, C-E=-70, E-F=-60, F-G=-9, G-I=-17, R-T=-9, J-R=-20 Horz: A-B=-19, B-C=-16, F-G=-16, G-1=8, B-T=16, I-J=5 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-262(F) 0=-794(F) U=-57(F) V=-57(F) W=-57(F) Y=-57(F) AB=-41(F) AC=-40(F) AD=-39(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) 66) Reversal: 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-57, B-C=-60, C-E=-19, E-F=-9, F-G=-60, G-I=-17, R-T=-9, J-R=-20 Horz: A-B=-19, B-C=-16, F-G=-16, G-1=8, B-T=16, I-J=5 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-266(F) 0=-794(F) U=-108(F) V=-108(F) W=-108(F) Y=-108(F) AB=-41(F) AC=-40(F) AD=-39(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419614 30387 C1 Roof Special Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:31 2021 Page 8 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-?9BOjB2KxZ8d3CoRQ?JgWawHBZ3YTBHYwRRKsgz7yRc LOAD CASE(S) Standard 67) Reversal: 21 st Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-14, B-C=-17, C-E=-80, E-F=-70, F-G=-17, G-I=-9, J-T=-20 Horz: A-B=-11, B-C=-8, F-G=-8, G-1=16, B-T=-5, I-J=-16 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-241(F) 0=-794(F) U=-48(F) V=-48(F) W=-48(F) Y=-48(F) AB=-30(F) AC=-29(F) AD=-38(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) 68) Reversal: 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-65, B-C=-68, C-E=-29, E-F=-19, F-G=-68, G-I=-9, J-T=-20 Horz: A-B=-11, B-C=-8, F-G=-8, G-1=16, B-T=-5, I-J=-16 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-245(F) 0=-794(F) U=-99(F) V=-99(F) W=-99(F) Y=-99(F) AB=-30(F) AC=-29(F) AD=-38(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) 69) Reversal: 23rd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-C=-9, C-E=-70, E-F=-60, F-G=-9, G-I=-19, J-T=-20 Horz: A-B=-19, B-C=-16, F-G=-16, G-1=6, B-T=14, I-J=5 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-262(F) 0=-794(F) U=-57(F) V=-57(F) W=-57(F) Y=-57(F) AB=-30(F) AC=-29(F) AD=-38(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) 70) Reversal: 24th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-57, B-C=-60, C-E=-19, E-F=-9, F-G=-60, G-I=-19, J-T=-20 Horz: A-B=-19, B-C=-16, F-G=-16, G-1=6, B-T=14, I-J=5 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-266(F) 0=-794(F) U=-108(F) V=-108(F) W=-108(F) Y=-108(F) AB=-30(F) AC=-29(F) AD=-38(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) 71) Reversal: 25th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-16, B-C=-19, C-E=-80, E-F=-70, F-G=-19, G-I=-9, J-T=-20 Horz: A-B=-10, B-C=-6, F-G=-6, G-1=16, B-T=-5, I-J=-14 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-239(F) 0=-794(F) U=-48(F) V=-48(F) W=-48(F) Y=-48(F) AB=-30(F) AC=-29(F) AD=-38(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) 72) Reversal: 26th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-66, B-C=-70, C-E=-29, E-F=-19, F-G=-70, G-I=-9, J-T=-20 Horz: A-B=-10, B-C=-6, F-G=-6, G-1=16, B-T=-5, I-J=-14 Drag: C-D=O, E-F=-O Concentrated Loads (lb) Vert: C=-243(F) 0=-794(F) U=-99(F) V=-99(F) W=-99(F) Y=-99(F) AB=-30(F) AC=-29(F) AD=-38(F) AE=-38(F) AF=-38(F) AG=-38(F) AH=-38(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419615 30387 C2 Roof Special 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:34 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-QksWLC4DEUWCwfXO67sX8DYsmm9ugcC_cPg_T8z7yRZ 1-9-12 4-1-12 8-0-0 1340 18-8-0 24-0-0 27-0-0 32 4 4 38-0-0 1-9-12 4-1-12 3-10 4 5-4-0 5 4-0 5-4-0 3-0-0 5-4-4 5-7-12 3.00 F12 5x6 = 5x8 — 1.5x4 11 3x4 = 6x8 = H V Scale = 1:68.2 0 IO N O 4x5 = _ 4x12 = 3x10 = 4x5 = 3x4 = 3x5 = 4x10 MT18HS = 3x4 — 5-0-0 13-4-0 20-2-0 27-0-0 32-4-4 38-0-0 5-0-0 8 4-0 6-10-0 6-10-0 54-4 5-7-12 Plate Offsets (X,Y)-- [B:0-2-8,0-1-121, [D:04-12,0-1-121, [J:0-2-12,0-1-121, [K:Edge,0-1-81, [L:0-1-12,0-1-81, [M:0-3-8,0-1-81, [Q:0-2-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.38 N >999 360 MT20 197/144 (Roof Snow=25..0 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.62 M-N >635 240 MT18HS 197/1 44 BCDL 7 * Rep Stress Incr YES B W0.73 Horz(CT) 0.11 K n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.17 N >999 240 Weight: 148 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, D-G: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (size) Q=0-5-8, K=0-5-8 Max Horz Q=29(LC 10) Max Uplift Q=-390(LC 6), K=-98(LC 7) Max Grav Q=1979(LC 1), K=1363(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C-D=-349/1349, D-E=-3627/309, E-F=-3624/307, F-G=-4517/394, G-H=-2855/252, H-1=-2862/254, I-J=-3027/210, B-R=-328/100, J-K=-1288/122 BOT CHORD Q-R=-935/303, P-Q=-98/1205, N-P=-401/4591, M-N=-362/4132, L-M=-185/2884, K-L=-34/329 WEBS C-Q=-619/160, D-Q=-2250/415, D-P=-270/2699, E-P=-584/126, F-P=-1156/176, G-N=-148/463, G-M=-1863/223, H-M=-75/1315, I-M=-511/187, I-L=-275/80, C-R=-291/876, J-L=-169/2613 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) K except (jt=lb) Q=390. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419616 30387 C3 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:35 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-uwQuZY5r?oe3Yp5CfgNmgQ5xEAVVP028r3PXObz7yRY 1-9-12 5-1-12 10-0-0 16-0-0 22-0-0 28-0-0 32-10 4 38-0-0 1-9-12 5-1-12 4-10-4 6-0-0 6-0-0 6-0-0 4-10-4 5-1-12 3.00 12 5x6 = 3x5 = 3x5 = 5x6 = E R SF G Scale = 1:66.9 n M I Q P O N M L K J 3x4 11 4x7 4x10 = 4x10 MT18HS — 4x10 = 4x7 = 3x4 11 3x4 5-2-12 10-0-0 19-0-0 28-0-0 32-9-4 38-0-0 5-2-12 4-9-4 9-0-0 9-0-0 4-9-4 5-2-12 Plate Offsets (X,Y)-- [B:0-3-4,0-1-121, [C:0-2-12,0-1-81, [H:0-2-12,0-1-81, [1:0-3-4,0-1-121, [K:0-3-4,0-1-81, [1-:0-2-8,0-1-81, [0:0-4-0,0-1-81, [P:0-3-4,0-1-81 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) -0.37 L-N >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.63 L-N >619 240 MT18HS 197/144 TCDL 7.0 * Rep Stress Incr YES WB 0.94 Horz(CT) 0.11 J n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.17 L-N >999 240 Weight: 148 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS T-Brace: 2x4 SPF No.2 - E-0 134,I4 2x6 SPF No.2 Fasten (2X) T and I braces to narrow edge of web with 1 Od OTHERS 2x4 SPF No.2 (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (size) P=0-5-8, J=0-5-8 Max Horz P=25(LC 14) Max Uplift P=-392(LC 6), J=-185(LC 7) Max Grav P=2054(LC 30), J=1354(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-320/1224, C-D=-1963/213, D-E=-1892/214, E-F=-4157/458, F-G=-3303/432, G-H=-3422/432, H-1=-2990/420, I-J=-1277/206 BOT CHORD P-Q=-272/44, O-P=-1125/309, N-0=-409/3828, L-N=-481/4299, K-L=-395/2865, J-K=-41/298 WEBS C-P=-1780/340, C-0=-345/2498, E-0=-2169/287, E-N=0/520, F-L=-1118/132, G-L=0/472, H-L=-266/496, H-K=-367/101,B-P=-1046/293,1-K=-358/2658 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) P=392, J=185. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419617 30387 C4 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:37 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-gJYf E65XPunn7FbnFQEIrAHhz7zt_oQINue4Tz7yRW -1-9-12 1 5-2-12 12-0-0 19-0-0 26-0-0 32-9-4 38-0-0 1-9-12 5-2-12 6-9 4 7-0-0 7-0-0 6-9-4 5-2-12 3.00 F12 5x7 = 1.5x4 I R E 5x7 = Scale = 1:66.9 2x4 11 4x4 = 4x6 = 4x6 — 3x4 = 5x6 = 3x4 11 4x8 = 5-2-12 12-0-0 19-0-0 26-0-0 32-9-4 38-0-0 5-2-12 6-9 4 7-0-0 7-0-0 6-9-4 5-2-12 Plate Offsets (X,Y)-- [B:0-2-0,0-2-01, [C:0-2-12,0-1-81, [D:0-3-8,0-1-121, [F:0-3-4,0-1-121, [H:0-3-4,0-1-81, [J:0-2-8,0-2-81, [M:0-2-12,0-1-121, [N:0-2-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.26 K-M >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.44 K-M >880 240 TCDL 7.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.08 1 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.13 K-M >999 240 Weight: 150 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 210OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. A-D: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-6-13 oc bracing. BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* B-P,H-1: 2x6 SPF No.2 REACTIONS. (size) 0=0-5-8, 1=0-5-8 Max Horz 0=32(LC 10) Max Uplift 0=-386(LC 6), 1=-180(LC 7) Max Grav 0=2216(LC 30), 1=1417(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-319/1163, C-D=-2085/240, D-E=-3417/433, E-F=-3416/433, F-G=-3009/406, G-H=-3100/417, H-1=-1353/198 BOT CHORD O-P=-286/53, N-0=-1056/302, M-N=-170/2028, K-M=-336/2904, J-K=-393/2960, I-J=-35/260 WEBS C-0=-1934/361, C-N=-379/2489, D-N=-591/186, D-M=-209/1561, E-M=-844/180, F-M=-254/573, F-K=0/311, G-K=-552/308, G-J=-321/120, B-0=-901/282, H-J=-362/2733 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs GARc non -concurrent with other live loads. S�A� I4 5) Provide adequate drainage to prevent water ponding. OF WASyI� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. <<V GA 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 F4 0 will fit between the bottom chord and any other members. ' 2 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 0=386,1=180. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 39586 w ISTER`�� �SSjONAL V�'6 June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419618 30387 C5 Hip 1 1 Job Reference (optional) Alliance I russ (LA), ADDOTSTOra, t SU - VZo /rts, -1-9-12 7-1-12 1-9-12 7-1-12 3.00 12 0.4JU s May 1z zuzi MI 1 eK Inaustrles, Inc. vvea Jun v "It):o4:3t5 zuzl rage -1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-IV61Ba7jHiOePGgnLzxTl3jXbNPgcPNaXleBcwz7yRV 14-0-0 19-0-0 24-0-0 30-10-4 6-10-4 5-0-0 5-0-0 6-10-4 5x6 = 1.5x4 11 5x6 = D R E S F 7-1-12 Scale = 1:66.9 n v P 0 N M L K J 1 3x4 11 3x5 = 3x5 = 3x4 5x6 = 4x6 = 5x6 = 3x10 = 5-2-12 14-0-0 19-0-0 24-0-0 32-9-4 38-0-0 5-2-12 8-9-4 5-0-0 5-0-0 8-9-4 5-2-12 Plate Offsets (X,Y)-- [B:0-3-12,0-1-81, [D:0-2-8,0-1-121, [F:0-2-8,0-1-121, [H:0-3-12,0-1-81, [K:0-1-12,0-1-81, [N:0-1-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.22 J-K >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.46 J-K >851 240 TCDL 7.0 * Rep Stress Incr YES WB 0.78 Horz(CT) 0.09 1 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.12 J-K >999 240 Weight: 153 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 210OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, D-F: 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2 *Except* B-P,H-1: 2x6 SPF No.2 REACTIONS. (size) 0=0-5-8, 1=0-5-8 Max Horz 0=38(LC 10) Max Uplift 0=-377(LC 6), 1=-175(LC 7) Max Grav 0=2372(LC 30), 1=1532(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-380/1390, C-D=-2001/243, D-E=-2635/362, E-F=-2635/362, F-G=-2791/360, G-H=-3235/350, H-1=-1481/187 BOT CHORD N-0=-263/564, M-N=-156/1933, K-M=-274/2647, J-K=-409/3284, I-J=-72/371 WEBS C-0=-2510/442, C-N=-177/1505, D-N=-375/144, D-M=-148/907, E-M=-612/126, F-M=-332/206, F-K=0/459, G-K=-846/183, G-J=-356/150, B-0=-1385/424, H-J=-249/2727 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. p S GARC 5) Provide adequate drainage to prevent water ponding. '4 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 04 WAS �C 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 <<V will fit between the bottom chord and any other members. �Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 0=377,1=175. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 395' q� °.� c�STER`�� �S;tONAL V- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419619 30387 C6 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:39 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-migPOw8L208V 1 QP_ugSigGGd4ntXLsgjmhN19Mz7yRU -1-9-121 5-2-12 10-6-5 16-0-0 22-0-0 27-4-10 32-9-4 38-0-0 1-9-12 5-2-12 5-3-9 5-5-12 6-0-0 5-4-10 5 4-10 5-2-12 5x6 = 5x6 = 3.00 12 Scale = 1:66.9 I9 2x4 11 4x8 = 3x4 = 3x6 = 3x8 = 5x8 = 3x4 11 5-2-12 14-4-15 23-7-1 32-9-4 38-0-0 5-2-12 9-2-3 9-2-3 9-2-3 5-2-12 Plate Offsets (X,Y)-- [B:0-2-0,0-2-01, [D:0-3-0,0-1-81, [E:0-2-8,0-1-121, [F:0-2-12,0-2-01, [1:0-3-8,0-1-81, [K:0-1-8,0-1-81, [L:0-2-6,0-1-81, [0:0-1-12,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.26 K-L >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.48 K-L >810 240 TCDL 7.0 * Rep Stress Incr YES WB 0.77 Horz(CT) 0.08 J n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.12 K-L >999 240 Weight: 152 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD WEBS 2x4 SPF No.2 *Except* B-P,I-J: 2x6 SPF No.2 WEBS REACTIONS. (size) J=0-5-8, 0=0-5-8 Max Horz 0=45(LC 14) Max Uplift J=-167(LC 7), 0=-370(LC 6) Max Grav J=1635(LC 30), 0=2540(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-351/1227, C-D=-319/1262, D-E=-2037/212, E-F=-2575/344, F-G=-2837/322, G-H=-3592/395, H-1=-3628/363, I-J=-1572/180 BOT CHORD O-P=-295/30, N-0=-94/1450, L-N=-142/1992, K-L=-332/3236, J-K=-50/339 WEBS C-0=-516/126, D-0=-3115/423, D-N=-16/669, E-N=-270/114, E-L=-110/726, F-L=0/353, G-L=-729/168, H-K=-472/124, B-0=-1037/338, I-K=-292/3158 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: O-P. 1 Row at midpt D-0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) J=167, 0=370. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419620 30387 C7 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:41 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-i4nApb9cadPCGkZM05UAwhL1lbTXpoTOD?srDEz7yRS 1-9-12, 7-2-12 12-7-6 18-0-0 20-0-0 25-4-10 30-9-4 38-0-0 39-9-12, 1-9-12 7-2-12 5 4-10 5-4-10 2-0-0 5 4-10 5-4-10 7-2-12 1-9-12 3.00 12 3x4 5x6 = 5x6 = 3x4 Scale = 1:68.9 I9 T S R O N M 3x5 11 5x6 = 4x6 — 4x6 = 4x6 — 5x6 — 3x5 11 5x12 = 7-2-12 12-7-6 19-0-0 30- 25 -10 9-4 38-0-0 7-2-12 5-4-10 6-4-10 6-4-10 5-4-10 7-2-12 Plate Offsets (X,Y)-- [B:0-5-0,0-1-81, [C:0-3-4,0-1-81, [J:0-3-4,0-1-81, [K:0-5-0,0-1-81, [N:0-2-8,0-2-81, [0:0-2-0,0-1-121, [R:0-2-0,0-1-121, [S:0-2-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.25 N-O >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.37 N-O >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.69 Horz(CT) 0.07 M n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.09 N-O >999 240 Weight: 163 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins, A-D,I-L: 2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-1-4 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt H-Q, B-S B-T,K-M: 2x6 SPF No.2 REACTIONS. (size) T=0-5-8, S=0-5-8, M=0-5-8 Max Horz T=-45(LC 15) Max Uplift T=-145(LC 18), S=-187(LC 6), M=-217(LC 7) Max Grav T=206(LC 16), S=2702(LC 30), M=1797(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-75/1333, C-E=-1342/138, E-F=-2002/204, F-G=-1919/206, G-H=-2002/206, H-J=-3065/295, J-K=-3608/320, K-M=-1716/248 BOT CHORD R-S=-1212/142, Q-R=-81/1234, O-Q=-196/2912, N-0=-264/3411, M-N=-68/613 WEBS C-S=-2387/241, C-R=-153/2698, E-R=-1048/120, E-Q=-76/790, H-Q=-1203/155, H-0=0/349, J-0=-550/87, B-S=-1456/108, K-N=-230/2814 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) T=145, S=187, M=217. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419621 30387 C8 Common 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:42 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-BH LY1 xAELxX3uu8Zap?PSvuBV_gSYECASfcPlhz7yRR ,-1-9-12, 7-2-12 13-1-6 19-0-0 24-10-10 30-9-4 %0-0 39-9-12, 1-9-12 7-2-12 5-10-10 5-10-10 5-10-10 5-10-10 7-2-12 1-9-12 Scale = 1:66.7 3.00 12 5x6 = 1.5x4 \\ I9 RQ •, •, M L 3x4 11 4x6 = 4x10 = 3x6 = 410 = 4x6 — 3x4 11 7-2-12 15-0-15 22-11-1 30-9-4 38-0-0 7-2-12 7-10-3 7-10-3 7-10-3 7-2-12 Plate Offsets (X,Y)-- [B:0-3-12,0-1-121, [C:0-2-0,0-1-81, [1:0-2-0,0-1-81, [J:0-3-12,0-1-121, [M:0-2-4,0-2-01, [N:0-1-8,0-1-121, [P:0-4-8,0-1-121, [Q:0-2-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.20 M-N >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.38 M-N >966 240 TCDL 7.0 * Rep Stress Incr YES WB 0.72 Horz(CT) 0.05 L n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.11 M-N >999 240 Weight: 157 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-R,J-L: 2x6 SPF No.2 WEBS 1 Row at midpt I-N REACTIONS. (size) R=0-5-8, Q=0-5-8, L=0-5-8 Max Horz R=-49(LC 15) Max Uplift R=-98(LC 6), Q=-168(LC 6), L=-214(LC 7) Max Grav R=236(LC 16), Q=1933(LC 1), L=1383(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-53/809, C-E=-1605/185, E-F=-1393/162, F-G=-2117/258, G-1=-2357/281, I-J=-2846/309, J-L=-1309/243 BOT CHORD P-Q=-759/124, N-P=-60/1458, M-N=-254/2701, L-M=-80/405 WEBS C-Q=-1666/238, F-P=-437/91, E-P=-533/145, C-P=-174/2285, F-N=-97/985, G-N=-561/148, I-N=-508/86, B-Q=-853/92, J-M=-218/2309 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) R except Ot=lb) Q=168, L=214. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419622 30387 C9 Common 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:43 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-fTvwEHBs6FfwV2jl7W We?6QI30ATHhJJhJLyl7z7yRQ -1-9-12, 7-2-12 13-1-6 19-0-0 24-10-10 30-9-4 38-0-0 1-9-12 7-2-12 5-10-10 5-10-10 5-10-10 5-10-10 7-2-12 Scale — 1:65.8 3.00 12 5x6 = 1.5x4 \\ F R/ 3x4 11 5x6 = 4x12 = 3x6 = 4x12 = 5x6 — 3x4 11 I9 7-2-12 15-0-15 22-11-1 30-9-4 38-0-0 7-2-12 7-10-3 7-10-3 7-10-3 7-2-12 Plate Offsets (X,Y)-- [B:0-3-4,0-1-81, [C:0-2-0,0-1-81, [H:0-2-0,0-1-81, [I:0-3-4,0-1-81, [L:0-2-8,0-2-01, [N:0-5-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.20 K-L >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.39 K-L >950 240 TCDL 7.0 * Rep Stress Incr YES WB 0.73 Horz(CT) 0.05 J n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.11 K-L >999 240 Weight: 155 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at micipt H-L B-P,I-J: 2x6 SPF No.2 REACTIONS. (size) P=0-5-8, 0=0-5-8, J=0-5-8 Max Horz P=55(LC 14) Max Uplift P=-96(LC 6), 0=-171(LC 6), J=-146(LC 7) Max Grav P=235(LC 16), 0=1943(LC 1), J=1247(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-66/822, C-E=-1575/183, E-F=-1395/161, F-G=-2127/260, G-H=-2365/283, H-1=-2896/327, I-J=-1173/175 BOT CHORD N-0=-771/118, L-N=-79/1465, K-L=-294/2757, J-K=-62/369 WEBS C-0=-1674/240, F-N=-443/94, E-N=-505/145, C-N=-185/2300, F-L=-99/992, G-L=-549/144, H-L=-561/100, B-0=-864/102, I-K=-233/2402 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) P except Qt=lb) 0=171,J=146. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419623 30387 C10 Common Girder 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 6-1-12 6-1-12 3.00 F12 4x10 MT18HS I I 7x8 = 5-10-4 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:32 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-TLlmwX2yitGUhLNe_ig32oTX6yQdCgHh95BtPGz7yRb 17-10-` 5-10-5 5x6 = 6x8 = 4xl0 MT18HS = 3x4 = 5-10-0 2x4 11 7-3-11 Scale = 1:53.4 6x12 = I9 6-1-12 12-0-0 17-10-5 23-8-5 31-0-0 6-1-12 5-10-4 5-10-5 5-10-0 7-3-11 Plate Offsets (X,Y)-- [A:0-3-0,0-1-121, [F:Edge,0-2-121, [J:0-4-0,0-4-41, [K:0-3-8,0-4-41 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) -0.26 G-H >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.45 G-H >829 240 MT18HS 197/144 TCDL 7.0 * Rep Stress Incr NO WB 0.88 Horz(CT) 0.09 F n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.16 G-H >999 240 Weight: 338 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc purlins, BOT CHORD 2x6 SPF 210OF 1.8E except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-L: 2x6 SPF No.2 SLIDER Right 2x4 SPF No.2 A 7-4-13 REACTIONS. (size) F=0-5-8, L=0-5-8 Max Horz L=-63(LC 15) Max Uplift F=-592(LC 7), L=-806(LC 6) Max Grav F=4075(LC 1), L=5659(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-B=-7317/1033, B-C=-7382/1087, C-D=-7399/1082, D-E=-9428/1377, E-F=-6353/940, A-L=-4640/680 BOT CHORD K-L=-51/416, J-K=-967/7042, H-J=-1256/9135, G-H=-1393/9787, F-G=-1394/9817 WEBS B-K=-383/95, B-J=-121/269, C-J=-429/3173, D-J=-2469/402, D-H=-147/1335, E-H=-713/153, E-G=-24/622, A-K=-999/7174 NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131 "x3") nails as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected with 1 Od (0.131 "xY) nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected with 1 Od (0.148"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 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 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) F=592, L=806. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Girder carries tie-in span(s): 19-0-0 from 0-0-0 to 14-0-0; 8-7-8 from 14-0-0 to 31-0-0 LOAD CASE(S) Standard A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 June 10,2021 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419623 30387 C10 Common Girder 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:32 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-TLlmwX2yitGUhLNe_ig32oTX6yQdCgH h95BtPGz7yRb LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-64, C-F=-64, L-S=-367(B=-347), M-S=-159(B=-139) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419624 30387 CA1 Jack -Open 10 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:44 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-7friSdCUtYnn7BHxhD2tXKzbAoeUOJ?Svz5WgZz7yRP -1-9-12 1-11-11 1-9-12 1-11-11 Scale - 1:10.3 0- II 2-0-0 2-0-0 Plate Offsets (X,Y)-- [B:0-2-0,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.00 D-E >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) 0.00 D-E >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 C n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MR Wind(LL) -0.00 D-E >999 240 Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=28(LC 7) Max Uplift E=-102(LC 6), C=-65(LC 16), D=-42(LC 16) Max Grav E=399(LC 16), C=10(LC 17), D=26(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-322/103 Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C, D except Qt=lb) E=102. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419625 30387 CA2 Jack -Open 6 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 1-9-12 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:45 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-bsl gfzC6esvelLs7FxZ64XVmwCzplmFc8dg3MOz7yRO 2-0-0 3-11-11 2-0-0 1-11-11 2-0-0 2-0-0 I9 0 Scale = 1:12.9 Plate Offsets (X,Y)-- [B:0-2-8,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 D-E >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) 0.01 D-E >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 C n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MR Wind(LL) 0.00 E >999 240 Weight: 10 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=39(LC 6) Max Uplift E=-102(LC 6), C=-35(LC 10), D=-59(LC 16) Max Grav E=381(LC 16), C=99(LC 17), D=31(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-289/113 Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C, D except Qt=lb) E=102. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419626 30387 CA3 Jack -Open 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:45 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-bslgfzC6esvelLs7FuZ64XVk1CzmlmFc8dg3MOz7yRO -1-9-12 2-0-0 5-11-11 1-9-12 2-0-0 3-11-11 Scale = 1:15.5 I9 0 3x4 11 i 2-0-0 2-0-0 Plate Offsets (X,Y)-- [B:0-2-15,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 5 TC 0.58 Vert(LL) 0.01 D-E >999 360 MT20 197/144 (Roof Snow=25. Lumber DOL 1.15 BC 0.26 Vert(CT) -0.01 D-E >999 240 BCDL 7 * Rep Stress Incr NO W0.00 B Horz(CT) -0.02 C n/a n/a 0.0 BCLL .0 Code IBC2015/TP12014 Matrix -MR Wind(LL) 0.00 D-E >999 240 Weight: 12 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=54(LC 6) Max Uplift E=-50(LC 6), C=-33(LC 10), D=-49(LC 16) Max Grav E=430(LC 16), C=191(LC 17), D=88(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-424/81 Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, C, D. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-74(F=-10), B-C=-74(F=-10), D-E=-20 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-62(F=-10), B-C=-61(F=-10), D-E=-20 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-62(F=-10), B-F=-61(F=-10), C-F=-71(F=-10), D-E=-20 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 June 10,2021 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419626 30387 CA3 Jack -Open 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, LOAD CASE(S) Standard 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:45 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-bs 1 gfzC6esvel LS7FxZ64XVk1 CzmlmFc8dg3MOz7yRO Uniform Loads (plf) Vert: A-13=-35(F=-10), 13-C=-35(F=-10), D-E=-20 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-13=-24(F=-10), 13-C=-24(F=-10), D-E=-40 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=22(F=-10), B-C=12(F=-10), D-E=-10 Horz: B-E=12, A-13=40, B-C=-30 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-3(F=-10), B-C=1(F=-10), D-E=-10 Horz: B-E=-16, A-B=-15, B-C=-20 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=2(F=-10), B-C=-2(F=-10), D-E=-20 Horz: B-E=21, A-13=-26, B-C=-22 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-9(F=-10), B-C=-13(F=-10), D-E=-20 Horz: B-E=-7, A-B=-15, B-C=-11 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=7(F=-10), B-C=12(F=-10), D-E=-10 Horz: B-E=10, A-B=-26, B-C=-30 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-6(F=-10), B-C=-1(F=-10), D-E=-10 Horz: B-E=-15, A-B=-13, B-C=-17 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=7(F=-10), B-C=12(F=-10), D-E=-10 Horz: B-E=10, A-13=-26, B-C=-30 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-6(F=-10), B-C=-1(F=-10), D-E=-10 Horz: B-E=-15, A-B=-13, B-C=-17 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=2(F=-10), B-C=-2(F=-10), D-E=-20 Horz: B-E=19, A-13=-26, B-C=-22 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-11(F=-10), B-C=-16(F=-10), D-E=-20 Horz: B-E=-6, A-13=-13, B-C=-8 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-124(F=-10), B-C=-24(F=-10), D-E=-20 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-74(F=-10), B-F=-74(F=-10), C-F=-86(F=-10), D-E=-20 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-39(F=-10), 13-C=-39(F=-10), D-E=-20 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: A-13=-24(F=-10), 13-C=-24(F=-10), D-E=-20 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42(F=-10), B-C=-45(F=-10), D-E=-20 Horz: B-E=16, A-13=-19, B-C=-16 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Uniform Loads (plf) Vert: A-13=-50(F=-10), B-C=-53(F=-10), D-E=-20 Horz: B-E=-5, A-B=-11, B-C=-8 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Uniform Loads (plf) Vert: A-13=42(F=-10), B-C=-45(F=-10), D-E=-20 Horz: B-E=14, A-13=-19, B-C=-16 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Uniform Loads (plf) Vert: A-13=-52(F=-10), B-C=-55(F=-10), D-E=-20 Horz: B-E=-5, A-13=-10, B-C=-6 Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419626 30387 CA3 Jack -Open 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:45 2021 Page 3 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-bslgf7C6esvelLs7FuZ64XVk1CzmlmFc8dg3MOz7yRO LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=-64(F=-10), B-C=-64(F=-10), D-E=-20 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419627 30387 D1 Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:48 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-?QipH?F?xnH Dcpbiw36piA7GGPway_J2gb3jzKz7yRL -1-9-12 4-0-0 9-6-0 15-0-0 19-0-0 20-9-12 1-9-12 4-0-0 5-6-0 5-6-0 4-0-0 1-9-12 3.00 F12 5x6 — N O 4x4 — 5x6 — 2x4 11 4x8 — P Q W 5x6 = 4x4 — Scale - 1:36.9 0 I� O N O 4-0-0 9-6-0 15-0-0 19-0-0 4-0-0 5-6-0 5-6-0 4-0-0 Plate Offsets (X,Y)-- [B:0-3-0,0-1-81, [C:0-3-0,0-1-41, [E:0-3-0,0-1-41, [F:0-3-0,0-1-81, [J:0-4-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 5 TC 0.52 Vert(LL) -0.19 J >999 360 MT20 197/144 (Roof Snow=25. Lumber DOL 1.15 BC 0.64 Vert(CT) -0.30 J >750 240 BCDL 7 * Rep Stress Incr NO B W0.56 Horz(CT) 0.03 H n/a n/a 0.0 BCLL .0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.10 J >999 240 Weight: 93 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD C-E: 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 BOT CHORD WEBS 2x4 SPF No.2 REACTIONS. (size) L=0-5-8, H=0-5-8 Max Horz L=4(LC 6) Max Uplift L=-238(LC 6), H=-238(LC 7) Max Grav L=1410(LC 30), H=1410(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-2567/341, C-D=-3932/534, D-E=-3932/534, E-F=-2567/341, B-L=-1333/246, F-H=-1333/246 BOT CHORD J-K=-309/2499, I-J=-310/2499 WEBS C-K=-301/121, C-J=-197/1488, D-J=-718/197, E-J=-197/1488, E-1=-301/121, B-K=-302/2263, F-1=-302/2263 Structural wood sheathing directly applied or 3-2-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) L, H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) L=238, H=238. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 24 lb up at 4-0-0, 175 lb down and 24 lb up at 15-0-0, 181 lb down and 96 lb up at 4-0-0, 74 lb down and 40 lb up at 6-0-12, 74 lb down and 40 lb up at 8-0-12, 74 lb down and 40 lb up at 9-6-0, 74 lb down and 40 lb up at 10-11-4, and 74 lb down and 40 lb up at 12-11-4, and 181 lb down and 96 lb up at 15-0-0 on top chord, and 30 lb down and 7 lb up at 2-0-12, 25 lb down and 14 lb up at 4-0-12, 25 lb down and 14 lb up at 6-0-12, 25 lb down and 14 lb up at 8-0-12, 25 lb down and 14 lb up at 9-6-0, 25 lb down and 14 lb up at 10-11-4, 25 lb down and 14 lb up at 12-11-4, and 25 lb down and 14 lb up at 14-11-4, and 30 lb down and 7 lb up at 16-11-4 on A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 is always required for stability and to prevent collapse 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 Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 3955 q� O� CISTBRti� �SSj0_NAL V- MiTek" 240 Stirling Crescent Bradford, ON. L3Z 41_5 June 10,2021 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419627 30387 D1 Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:48 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-?QipH?F?xnH Dcpbiw36piA7GGPway_J2gb3jzKz7yRL NOTES- 12) 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: A-13=-64, B-C=-64, C-E=-64, E-F=-64, F-G=-64, H-L=-20 Concentrated Loads (lb) Vert: C=-265(F=-168, B=-97) E=-265(F=-168, B=-97) K=-12(B) J=-12(B) D=-39(B) 1=-12(B) M=-39(B) 0=-39(B) P=-39(B) R=-39(B) S=-7(B) T=-12(B) U=-12(B) V=-12(13) W=-12(13) X=-7(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419628 30387 D2 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, -1-9-12 1-9-12 2x4 11 6-0-0 5x6 - 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:49 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-TdGBVLFdi5P4DzAvUnd3ENgNnpinhUWB3FoHVnz7yRK 13-04 7-0-0 3.00 12 4x6 - 4x4 - 6-0-0 10x12 Zz 1-9-12 Scale - 1:36.9 a I9 N O O 6-0-0 13-0-0 19-0-0 6-0-0 7-0-0 6-0-0 Plate Offsets (X,Y)-- [B:0-3-0,0-2-01, [C:0-2-8,0-1-121, [D:0-2-12,0-2-01, [G:0-2-12,0-3-01, [14:0-2-0,0-1-121, [1:0-1-12,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.10 H-1 >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.19 H-1 >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.37 Horz(CT) 0.02 G n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.05 H-1 >999 240 Weight: 74 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD C-D: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 BOT CHORD WEBS 2x4 SPF No.2 REACTIONS. (size) J=0-5-8, G=0-5-8 Max Horz J=6(LC 6) Max Uplift J=-165(LC 6), G=-165(LC 7) Max Grav J=1045(LC 30), G=1045(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1633/179, C-D=-1588/188, D-E=-1654/185, B-J=-990/188, E-G=-987/189 BOT CHORD I-J=-119/289, H-1=-148/1576, G-H=-112/295 WEBS B-1=-128/1481, E-H=-135/1493 Structural wood sheathing directly applied or 3-4-5 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) J=165, G=165. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419629 30387 D3 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:50 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-ypgZigGFTOXxr6152U81nbDfVDbeQuNLIvYg1 Dz7yRJ 3-11-0 8-0-0 11-0-0 15-1-0 19-0-0 3-11-0 4-1-0 3-0-0 4-1-0 3-11-0 4x4 = 3.00 F12 4x7 = 3XI Scale = 1:33.7 8-0-0 11-0-0 19-0-0 8-0-0 3-0-0 8-0-0 Plate Offsets (X,Y)-- [B:0-0-12,0-1-121, [D:0-2-12,0-0-121, [E:0-0-12,0-1-121, [G:0-2-0,0-1-81, [J:0-3-4,0-2-41, [K:0-1-0,0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.11 G-H >999 360 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.23 G-H >973 240 BCLL 0.0 * Rep Stress Incr YES WB 0.52 Horz(CT) 0.09 G n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.04 H-1 >999 240 Weight: 76 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) G=0-5-8, K=Mechanical Max Horz K=-53(LC 8) Max Uplift G=-94(LC 7), K=-94(LC 6) Max Grav G=991(LC 29), K=991(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-B=-258/56, B-C=-1723/145, C-D=-1621/152, D-E=-1723/162, J-K=-991/94 BOT CHORD I-J=-179/1746, H-1=-120/1621, G-H=-204/1745 WEBS B-J=-1694/267, E-G=-1698/237 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, K. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A_�7G:A 395� q� °.� ��c.rsTER`�� �S;tONAL V- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419630 30387 D4 COMMON 3 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 4-10-12 4-10-12 3.00 12 3XI 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:50 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-ypgZigGFTOXxr6152U81nbDgWDYcQtrLlvYg1 Dz7yRJ 9-6-0 14-1-4 19-0-0 4-7-4 4-7-4 4-10-12 4x4 = Scale = 1:33.1 I9 9-6-0 19-0-0 9-6-0 9-6-0 Plate Offsets (X,Y)-- [13:0-0-12,0-2-01, [C:0-2-0,0-2-41, [D:0-0-12,0-2-01, [F:0-1-12,0-1-81, [H:0-3-4,0-2-81, [1:0-1-0,0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.16 F-G >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.33 F-G >676 240 TCDL 7.0 * Rep Stress Incr YES WB 0.62 Horz(CT) 0.08 F n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.04 G >999 240 Weight: 74 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) F=0-5-8, 1=Mechanical Max Horz 1=31(LC 14) Max Uplift F=-80(LC 7), 1=-80(LC 6) Max Grav F=786(LC 1), 1=786(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-B=-284/104, B-C=-1345/105, C-D=-1345/110, D-E=-255/8, H-1=-786/80 BOT CHORD G-H=-224/1452, F-G=-167/1451 WEBS C-G=0/378, D-G=-290/162, B-G=-291/176, B-H=-1333/214, D-F=-1336/195 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, I. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419631 30387 D5 COMMON 1 1 Job Reference (optional) Alliance I runs (LA), ADDOTSTOra, Cl; - VZb M-0, 4-10-12 4-7-4 3.00 12 44 B J 3x4 11 3x4 11 A 45= VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 0.43U S May 1 z zuzi mi I eK maustrles, Inc. vve0 Jun B lt):54:51 LULI rage -I ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-Q?OywOHtDifoTGKHbCgXKolrFdur9K5U WZH Nafz7yRl 14-1-4 19-0-0 4-7-4 4-10-12 4x12 = L G 3x8 = K D 4x4 9-6-0 19-0-0 9-6-0 9-6-0 Plate Offsets (X,Y)-- [13:0-0-12,0-2-01, [D:0-0-12,0-2-01, [F:0-1-12,0-1-81, [1-1:0-3-4,0-2-81, [1:0-1-0,0-1-41 Scale = 1:33.7 F 3x5 = I9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.16 F-G >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.33 F-G >674 240 TCDL 7.0 * Rep Stress Incr YES WB 0.62 Horz(CT) 0.07 F n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.04 G >999 240 Weight: 74 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) F=0-5-8, 1=Mechanical Max Horz 1=29(LC 10) Max Uplift F=-80(LC 7), 1=-80(LC 6) Max Grav F=786(LC 1), 1=786(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-B=-280/99, B-C=-1386/107, C-D=-1387/111, D-E=-255/8, H-1=-786/80 BOT CHORD G-H=-221/1452, F-G=-168/1451 WEBS C-G=0/349, B-H=-1333/210, D-F=-1336/196 Structural wood sheathing directly applied or 4-9-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp, B; 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, I. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419632 30387 D6 ROOF SPECIAL 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 5-0-0 5-0-0 1-7- 3x4 8 3.00 12 3x4 5x6 = 6x8 = 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:52 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-uCyK7MIVOnf4QvU9vBmsOlycOJoukeelC1x66z7yRH 12-1-8 17-7-8_ 19-NO 5-6-0 5-6-0 1 4-8 1.5x4 II 5x6 = Scale = 1:34.2 1 RvA I I 6-7-8 12-1-8 19-0-0 6-7-8 5-6-0 6-10-8 Plate Offsets (X,Y)-- [B:0-3-0,0-1-121, [E:0-3-0,0-1-121, [G:0-1-8,0-1-81, [H:0-2-0,0-1-81, [J:0-2-0,0-2-81, [K:0-1-0,0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.11 H-1 >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.16 H-1 >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.79 Horz(CT) 0.07 G n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.04 H-1 >999 240 Weight: 81 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) G=0-5-8, K=Mechanical Max Horz K=-19(LC 11) Max Uplift G=-106(LC 7), K=-115(LC 7) Max Grav G=978(LC 30), K=1013(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD J-K=-1013/115, B-C=-1810/178, C-D=-2050/210, D-E=-2050/210 BOT CHORD I-J=-127/1286, H-1=-166/1799, G-H=-65/519 WEBS B-J=-1424/181, B-1=-74/1001, C-1=-767/130, C-H=-60/270, D-H=-650/142, E-H=-150/1666, E-G=-1086/162 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) G=106, K=115. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419633 30387 D7 ROOF SPECIAL 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:53 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-MOW iLiJ8lJvViaUgjci?PDr8FQbBd B9n_smUeYz7yRG 5-1-8 8-7-8 13-8-0 19-0-0 5-1-8 3-6-0 5-0-8 5-4-0 Scale = 1:33.9 3x4 11 3.00 L12 3x4 11 4x7 = 5-1-8 13-8-0 19-0-0 5-1-8 8-6-8 5-4-0 Plate Offsets (X,Y)-- [B:0-2-12,0-0-121, [E:0-2-12,0-1-121, [G:0-2-4,0-2-01, [1:0-2-12,0-1-81, [J:0-1-0,0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.14 G-H >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.30 G-H >738 240 TCDL 7.0 * Rep Stress Incr YES WB 0.77 Horz(CT) 0.08 F n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.06 G-H >999 240 Weight: 77 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) F=0-5-8, J=Mechanical Max Horz J=-27(LC 11) Max Uplift F=-104(LC 7), J=-117(LC 7) Max Grav F=1007(LC 28), J=940(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD I-J=-940/117, B-C=-1308/121, C-D=-2153/211, D-E=-2150/209, E-F=-960/120 BOT CHORD H-1=-99/1224, G-H=-258/2182 WEBS B-1=-1346/158, B-H=-9/674, C-H=-1061/184, C-G=-326/52, D-G=-586/130, E-G=-211/2202 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) G AIJ ARC F=104, J=117. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. WAS�rja 395� q� °.� ��c.rsTER`�� �S;tONAL V- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419634 30387 E1 Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, -1-9-12 1-9-12 4-0-0 3.00 F12 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:55 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-IndSIOKOHx9Dyud2g1 kTUewTKENj5DF4RAGbjRz7yRE 7-0-0 11-0-0 12-9-12 3-0-0 4-0-0 1-9-12 5x6 = 5x6 = J 8x10 % 4x4 = G 8x10 zzz Scale: 1/2"=l' 4-0-0 7-0-0 11-0-0 4-0-0 3-0-0 4-0-0 Plate Offsets (X,Y)-- [C:0-3-0,0-1-41, [G:0-5-0,0-2-81, [J:0-5-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 5 TC 0.53 Vert(LL) -0.03 H-1 >999 360 MT20 197/144 (Roof Snow=25. Lumber DOL 1.15 BC 0.35 Vert(CT) -0.05 H-1 >999 240 BCDL 7 * Rep Stress Incr NO B W0.29 Horz(CT) 0.01 G n/a n/a 0.0 BCLL .0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.02 H-1 >999 240 Weight: 54 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD C-D: 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 BOT CHORD WEBS 2x4 SPF No.2 *Except* B-J,E-G: 2x6 SPF No.2 REACTIONS. (size) J=04-8, G=0-4-8 Max Horz J=-4(LC 7) Max Uplift J=-179(LC 6), G=-180(LC 7) Max Grav J=1042(LC 30), G=1042(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-1367/201, C-D=-1291/206, D-E=-1394/208, B-J=-956/191, E-G=-954/192 BOT CHORD H-1=-179/1288 WEBS B-1=-173/1157, E-H=-178/1168 Structural wood sheathing directly applied or 4-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) J=179, G=180. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 349 lb down and 89 lb up at 4-0-0, and 349 lb down and 89 lb up at 7-0-0, and 74 lb down and 40 lb up at 5-6-0 on top chord, and 30 lb down and 7 lb up at 2-0-12, 25 lb down and 14 lb up at 4-0-12, 25 lb down and 14 lb up at 5-6-0, and 25 lb down and 14 lb up at 6-11-4, and 30 lb down and 7 lb up at 8-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 June 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419634 30387 E1 Hip Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:54:55 2021 Page 2 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-IndSIOKOHx9Dyud2g1 kTUewTKENj5DF4RAGbjRz7yRE LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=-64, B-C=-64, C-D=-64, D-E=-64, E-F=-64, G-J=-20 Concentrated Loads (lb) Vert: C=-265(F) D=-265(F) 1=-12(F) H=-12(F) L=-39(F) N=-7(F) 0=-12(F) P=-7(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419635 30387 E2 COMMON 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Jun 10 13:24:12 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-fJOFiuXZe4axyRXtv6byQwJEKJGATQ6MfvZUJCz7fYX -2-9-12 4-6-0 8-7-8 11-9-12 2-9-12 4-6-0 4-1-8 3-2 4 Scale = 1:29.8 4x4 = 3.00 12 C L 5x6 5x6 % K D oi B A E 0 0 Io JcP CT H G F 1.5x4 = w 1.5x4 = ro 4x8 = `"' CT VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL q LOADS IMPOSED BY SUPPORTS (BEARINGS). END VERTICALS ARE NOT TO BE EXPOSED TO WIND J 4-6-0 8-7-8 4-6-0 4-1-8 Plate Offsets (X,Y)-- [C:0-2-0,0-2-81, [D:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.01 G-H >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.02 G-H >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.05 J n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MS Wind(LL) 0.00 G-H >999 240 Weight: 55 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (lb/size) 1=509/Mechanical, J=550/Mechanical Max Horz 1=-29(LC 7) Max Uplift 1=-120(LC 6), J=-135(LC 7) Max Grav 1=518(LC 17), J=550(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-K=-308/73, C-K=-264/86, C-L=-296/78, D-L=-309/66, H-1=-518/120, B-H=-477/143, F-J=-550/135, D-F=-514/151 WEBS B-G=-39/259, D-G=-20/300 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint I and 135 lb uplift at joint J. 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 S� AN�ARc19 June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419636 30387 E4 COMMON 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Jun 10 13:26:04 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-Ns9bCBupFU h2Oe5PTdbDyYyLUSUQj4mrPKiPEiz7fwn -2-2-8 4-6-0 8-7-8 11-2-8 2-2-8 4-6-0 4-1-8 2-7-0 4x4 = 3.00 12 Scale = 1:28.3 K L 5x6 5x6 % D B E A H C' F 1.5x4 I19 = a 1.5x4 = co 4x8 - 0 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL v LOADS IMPOSED BY SUPPORTS (BEARINGS). END VERTICALS ARE NOT TO BE EXPOSED TO WIND J 4-6-0 8-7-8 4-6-0 4-1-8 Plate Offsets (X,Y)-- [B:0-3-0,0-1-81, [13:0-3-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.01 G-H >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.02 G-H >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.05 J n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MS Wind(LL) 0.00 G-H >999 240 Weight: 44 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=505/Mechanical, J=482/Mechanical Max Horz 1=29(LC 6) Max Uplift 1=-111(LC 6), J=-102(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-K=-353/27, C-K=-313/35, C-L=-313/40, D-L=-349/33, H-1=-505/111, B-H=-463/133, F-J=-482/102, D-F=-446/118 WEBS B-G=-36/317. D-G=-25/319 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. }�j�N GARe, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint I and 102 lb uplift at WANIA S joint J. O 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 395' q� °.� c�STER`�� �S;tONAL V- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419637 30387 E5 COMMON 4 1 Job Reference (optional) Aulance Truss (t A), ADDoisford, cG - V2S 7P6, 8.430 s May 12 ZUZI MI I eK industries, Inc. Wed Jun 9 i6:54:5/ zuzl rage -I ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-E91DA4MepYQxBBnRySnxZ3?th 16jZAwNvU IinJz7yRC 4-6-0 8-7-8 4-6-0 4-1-8 3.00 12 4x4 = Scale = 1:28.1 B 3x4 zz 3x4 C A N -------------------- Y 1.5x4 — F E D 1.5x4 = N ao 4x8 = 0 N VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). G END VERTICALS ARE NOT H TO BE EXPOSED TO WIND 4-6-0 8-7-8 4-6-0 4-1-8 Plate Offsets (X,Y)-- [A:0-1-4,0-1-81, [C:0-1-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 E-F >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.02 E-F >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.08 Horz(CT) 0.03 H n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.00 E >999 240 Weight: 38 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) G=Mechanical, H=Mechanical Max Horz G=16(LC 10) Max Uplift G=-33(LC 6), H=-33(LC 7) Max Grav G=350(LC 1), H=350(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-B=-437/45, B-C=-433/50, F-G=-350/33, A-F=-307/53, D-H=-350/33, C-D=-311/48 WEBS A-E=-38/313, C-E=-35/341 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G, H. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 395� q� °.� ��c.rsTER`�� �S;tONAL V- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419638 30387 G1 Roof Special Girder 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:01 2021 Page 1 I D: G hXsg3zkN b6P9G E UJXB8TtzAyzD-7x?kO RP9tnwNgp5C B I rtkvAV ufM3 Vowzg6jvw4z7yR8 3-9-3 7-2-14 10-8-14 16-10-4 3-9-3 3-5-11 3-6-0 6-1-6 3.00 F12 5x6 = 5x6 = Q R I S T U H V W X G Y Z AA AB AC F J 4x10 = 4xl0 MT18HS I 3x5 = 7x10 = Scale = 1:31.2 4x10 MT18HS 11 3-9-3 7-2-14 10-8-14 16-10-4 3-9-3 3-5-11 3-6-0 6-1-6 Plate Offsets (X,Y)-- [A:Edge,0-1-121, [B:0-2-4,0-1-81, [C:0-2-12,0-3-41, [E:0-2-0,0-1-121, [F:Edge,0-3-81, [G:0-2-4,0-4-01, [H:0-2-4,0-1-81, [1:0-2-8,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.17 H-1 >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.61 Vert(CT) -0.26 H-1 >751 240 MT18HS 197/144 TCDL 7.0 * Rep Stress Incr NO WB 0.85 Horz(CT) 0.03 F n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.09 H >999 240 Weight: 173 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-5-1 oc purlins, C-D: 2x4 SPF No.2 except end verticals. BOT CHORD 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* A-1,13-1-1: 2x4 SPF 210OF 1.8E REACTIONS. (size) J=Mechanical, F=Mechanical Max Horz J=74(LC 7) Max Uplift J=-673(LC 6), F=-635(LC 6) Max Grav J=4707(LC 28), F=4195(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-J=-4114/615, A-B=-8492/1214, B-C=-10536/1548, C-D=-6925/1046, D-E=-6640/1017, E-F=-3072/491 BOT CHORD I-J=-100/270, H-1=-1200/8492, G-H=-1532/10557 WEBS A-1=-1305/9052, B-1=-1367/271, B-H=-366/2370, C-H=-152/340, C-G=-4333/621, D-G=-175/1468, E-G=-1037/6933 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 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. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) J=673, F=635. 12) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 June 10,2021 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419638 30387 G1 Roof Special Girder 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:01 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-7x?kORP9tnwNgp5CBlrtkvAVufM3Vowzg6jvw4z7yR8 NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 lb down and 46 lb up at 1-9-10, 100 lb down and 50 lb up at 2-9-10, 57 lb down and 27 lb up at 10-8-14, 57 lb down and 27 lb up at 12-9-10, and 57 lb down and 27 lb up at 14-9-10, and 57 lb down and 27 lb up at 15-8-2 on top chord, and 35 lb down at 1-9-10, 1019 lb down and 156 lb up at 1-9-10, 38 lb down at 2-9-10, 979 lb down and 150 lb up at 3-9-10, 298 lb down and 70 lb up at 4-9-10, 1076 lb down and 143 lb up at 5-9-10, 358 lb down and 60 lb up at 6-9-10, 383 lb down and 69 lb up at 7-9-10, 295 lb down and 61 lb up at 8-9-10, 383 lb down and 69 lb up at 9-9-10, 254 lb down and 51 lb up at 10-9-10, 422 lb down and 79 lb up at 11-9-10, 254 lb down and 51 lb up at 12-9-10, 394 lb down and 79 lb up at 13-9-10, 254 lb down and 51 lb up at 14-9-10, and 254 lb down and 51 lb up at 15-8-2, and 446 lb down and 78 lb up at 15-9-10 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: A-C=-64, C-D=-64, D-E=-64, F-J=-20 Concentrated Loads (lb) Vert: D=-22(B) 1=-979(F) G=-254(B) L=-59(B) M=-65(B) N=-22(B) 0=-22(B) P=-22(B) Q=-1039(F=-1019, B=-20) R=-33(B) S=-298(B) T=-1076(F) U=-358(B) V=-383(F) W=-295(B) X=-383(F) Y=-422(F) Z=-254(B) AA=-394(F) AB=-254(B) AC=-701(F=-446, B=-254) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419639 30387 H1 HIP GIRDER 1 2 Job Reference (optional) Alliance I russ (LA), ADDOTSTOra, lit. - VZJ M-0, 0.4JU S May 1Z ZUZI MI I eK mausrrles, Inc. vvea Jun a -It):o5:ua ZUZI rage 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-uTUlhAVA_EwEdl ilfz_12bVpltOoNQB8fMfKCdz7yRO -1-9-12 5-2-12 8-0-0 12-6-4 17-3-0 21-10-15 26-6-0 29-10-7 34-6-0 , 36-3-12 1-9-12 5-2-12 2-9 4 4-6-4 4-8-12 4-8-0 4-7-1 3-4-7 4-7-9 1-9-12 Scale = 1:63.1 i I' 3.00 12 5x6 = 5x6 4x7 = 3x4 = Cr D X Y E Z AA AB F AC 3x4 = 5x7 = AD G AE AF H 3x4 S AG AH R At Q AJ AK P AL AM O AN N AO AP M AQ AR L AS 2x4 11 4x5 = 5x10 = 4x4 = 6x10 MT18HS = 7x8 = 10x12 = 5x6 = 4x5 = 12x16 = 5-2-12 8-0-0 14-2-0 20-4-0 26-6-0 29-10-7 34-6-0 5-2-12 2-9-4 6-2-0 6-2-0 6-2-0 3-4-7 4-7-9 Plate Offsets (X,Y)-- [B:0-2-0,0-1-8], [C:0-3-0,0-1-12], [E:0-3-0,0-2-0], [F:0-1-8,0-1-8], [H:0-3-12,0-3-0], [1:0-1-8,0-1-8], [J:0-2-3,Edge], [1-:0-3-8,0-6-4], [M:0-4-0,0-5-4], [P:0-1-8 ,0-1-121, [Q:0-3-12,0-2-0], [R:0-2-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.43 M-N >818 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.66 M-N >531 240 MT18HS 197/144 TCDL 7.0 * Rep Stress Incr NO WB 0.77 Horz(CT) 0.11 J n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MS Wind(LL) 0.22 M-N >999 240 Weight: 387 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD D-H: 2x6 SPF No.2, H-K: 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 210OF 1.8E *Except* BOT CHORD J-O: 2x8 SPF 1950F 1.7E WEBS 2x4 SPF No.2 *Except* C-R,B-S: 2x6 SPF No.2 OTHERS 2x8 SPF 1950F 1.7E SLIDER Right 2x6 SPF No.2 A 4-2-2 REACTIONS. (size) R=0-5-8, J=(0-5-8 + bearing block) Max Horz R=-27(LC 15) Max Uplift R=-828(LC 6), J=-1054(LC 7) Max Grav R=5379(LC 30), J=7270(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-277/1303, C-D=-4307/729, D-E=-4153/709, E-F=-11582/1767, F-G=-15116/2268, G-H=-14904/2222, H-1=-15134/2249, I-J=-16594/2393 BOT CHORD R-S=-363/84, Q-R=-1205/271, P-Q=-1475/9878, N-P=-2014/13637, M-N=-2231/15246, L-M=-2268/16018, J-L=-1285/9314 WEBS C-R=-4874/812, C-Q=-890/5720, D-Q=-113/291, E-Q=-6523/981, E-P=-413/3135, F-P=-2651/432, F-N=-245/2092, G-N=-371/84, G-M=-614/296, H-M=-300/2468, I-M=-1849/386, I-L=-249/1618, B-R=-1031/212 Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: R-S,Q-R. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member I-L 2x4 - 1 row at 0-3-0 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) 2x8 SPF 195OF 1.7E bearing block 12" long at jt. J attached to each face with 4 rows of 1 Od (0.131 "x3") nails spaced 3" o.c. 16 Total fasteners per block. Bearing is assumed to be SPF No.2. 4) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) 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. 8) Provide adequate drainage to prevent water ponding. & WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 is always required for stability and to prevent collapse 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 Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 MiTek" 240 Stirling Crescent Bradford, ON. L3Z 41_5 June 10,2021 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419639 30387 H1 HIP GIRDER 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:09 2021 Page 2 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-uTUlhAVA_EwEd1 ilfz_12bVpltOoNQB8fMfKCdz7yRO 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 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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) R=828, J=1054. 13) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 646 lb down and 169 lb up at 8-0-0, 57 lb down and 27 lb up at 10-0-12. 57 lb down and 27 lb up at 12-0-12, 57 lb down and 27 lb up at 14-0-12, 57 lb down and 27 lb up at 16-0-12, 57 lb down and 27 lb up at 17-3-0, 57 lb down and 27 lb up at 18-5-4, 57 lb down and 27 lb up at 20-5-4, 57 lb down and 27 lb up at 22-5-4, and 73 lb down and 32 lb up at 24-3-4, and 589 lb down and 143 lb up at 26-6-0 on top chord, and 89 lb down at 2-0-12, 89 lb down at 4-0-12, 96 lb down at 6-0-12, 254 lb down and 51 lb up at 8-0-12, 254 lb down and 51 lb up at 10-0-12, 254 lb down and 51 lb up at 12-0-12, 254 lb down and 51 lb up at 14-0-12, 254 lb down and 51 lb up at 16-0-12, 254 lb down and 51 lb up at 17-3-0, 254 lb down and 51 lb up at 18-5-4, 254 lb down and 51 lb up at 20-5-4, 254 lb down and 51 lb up at 22-5-4, 301 lb down and 65 lb up at 24-3-4, 288 lb down and 61 lb up at 26-10-12, 96 lb down at 28-5-4, 4687 lb down and 693 lb up at 29-10-7, and 89 lb down at 30-5-4, and 89 lb down at 32-5-4 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: A-B=-64, B-D=-64, D-H=-64, H-K=-64, S-T=-20 Concentrated Loads (lb) Vert: D=-562(B) H=-540(B) Q=-254(B) P=-254(B) F=-22(B) N=-254(B) L=-4687(F) V=-80(B) X=-22(B) Y=-22(B) Z=-22(B) AB=-22(B) AC=-22(B) AD=-22(B) AE=-22(B) AF=-38(B) AG=-80(B) AH=-44(B) AI=-56(B) AJ=-254(B) AK=-254(B) AL=-254(B) AM=-254(B) AN=-254(B) AO=-254(B) AP=-301(B) AQ=-288(B) AR=-56(B) AS=-44(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419640 30387 H2 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, -1-9-12 5-1-12 1-9-12 5-1-12 3.00 12 4-10-4 5x6 = 17-34 7-3-0 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:10 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-Mf27vWWolY25FBHxDhV_bp2_IHN86yJHuOOul3z7yR? 3x4 = E 7-3-0 5x6 = 5-2-14 Scale = 1:53.1 2x4 11 4x8 = 3x4 = 3x5 = 3x4 = 3x5 = 5-2-12 12-10-1 21-7-15 29-8-14 5-22 12 7-7-5 8-9-14 8-0-15 Plate Offsets (X,Y)-- [B:0-1-8,0-1-12], [D:0-2-12,0-1-12], [F:0-3-0,0-1-12], [GEdge,0-1-12], [H:0-2-4,0-1-8], [K:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.13 I-K >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.27 I-K >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.46 Horz(CT) 0.07 H n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.05 I-K >999 240 Weight: 114 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, D-F: 2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 *Except* 6-0-0 oc bracing: L-M. B-M: 2x6 SPF No.2 WEBS T-Brace: 2x4 SPF No.2 - D-L, F-H OTHERS 2x4 SPF No.2 Fasten (2X) T and I braces to narrow edge of web with 1 Od (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (size) L=0-5-8, H=Mechanical Max Horz L=54(LC 7) Max Uplift L=-364(LC 6), H=-136(LC 7) Max Grav L=1819(LC 30), H=1039(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-339/1227, C-D=-308/1244, D-E=-1833/179, E-F=-2003/206, G-H=-271/58 BOT CHORD L-M=-278/34, K-L=-150/1242, I-K=-313/2525, H-1=-201/1506 WEBS C-L=-546/128, D-L=-1988/382, D-K=-37/875, E-K=-849/203, E-1=-642/146, F-1=0/736, B-L=-1045/323,F-H=-1720/220 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) L=364, H=136. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419641 30387 H3 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, -1-9-12 5-2-12 1-9-12 5-2-12 3.00 12 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:11 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-gsbW6sXQWrAysLs7mO1 D70a5zhlgrLHR7g8RHVz7yR_ 12-0-0 17-6-1 22-6-0 29-8-14 6-9-4 5-6-1 4-11-15 7-2-14 5x6 = 3x4 = 4x6 = E O P F Scale = 1:53.1 2x4 11 4x8 = 3x4 = 3x5 = 3x10 = 2x4 11 5-2-12 13-10-6 22-6-0 29-8-14 5-2-12 8-7-10 8-7-10 7-2-14 Plate Offsets (X,Y)-- [B:0-2-0,0-2-01, [D:0-2-4,0-1-121, [F:0-2-8,0-2-01, [G:0-3-0,0-2-41, [I:0-2-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.11 I-K >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.25 I-K >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.73 Horz(CT) 0.04 H n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.05 I-K >999 240 Weight: 118 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. F-G: 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SPF No.2 6-0-0 oc bracing: L-M. WEBS 2x4 SPF No.2 *Except* WEBS T-Brace: 2x4 SPF No.2 - D-L B-M: 2x6 SPF No.2 Fasten (2X) T and I braces to narrow edge of web with 1 Od OTHERS 2x4 SPF No.2 (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (size) L=0-5-8, H=Mechanical Max Horz L=48(LC 7) Max Uplift L=-361(LC 6), H=-130(LC 7) Max Grav L=1965(LC 30), H=999(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-331/1167, C-D=-295/1211, D-E=-1523/164, E-F=-1455/200, F-G=-1519/184, G-H=-938/157 BOT CHORD L-M=-295/49, K-L=-137/1260, I-K=-226/1859 WEBS C-L=-681/164, D-L=-2055/383, D-K=0/570, E-K=-476/128, E-1=-497/107, B-L=-893/297, G-1=-140/1448 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) L=361, H=130. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419642 30387 H4 Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:12 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-129uKCX2H9JpUVQKK6YSgE7Lu461apDaMKt_oxz7yOz -1-9-12 7-1-12 14-0-0 20-6-0 25-1-12 29-8-14 1-9-12 7-1-12 6-10-4 6-6-0 4-7-12 4-7-2 Scale = 1:53.1 4x6 = 3.00 12 5x6 = 1.5x4 11 4x4 = 3x10 = 3x6 = 3x5 = 3x4 = 5-2-12 14-0-0 20-6-0 29-8-14 5-2-12 8-9-4 6-6-0 9-2-14 Plate Offsets (X,Y)-- [B:0-3-0,0-1-121, [D:0-2-12,0-2-01, [E:0-2-8,0-1-121, [F:0-1-8,0-1-81, [H:0-1-12,0-1-81, [K:0-3-8,0-1-81, [L:0-1-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.18 H-1 >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.37 H-1 >798 240 TCDL 7.0 * Rep Stress Incr YES WB 0.69 Horz(CT) 0.04 H n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.03 I-K >999 240 Weight: 120 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 210OF 1.8E *Except* TOP CHORD E-G: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BOT CHORD WEBS 2x4 SPF No.2 REACTIONS. (size) L=0-5-8, H=Mechanical Max Horz L=43(LC 7) Max Uplift L=-347(LC 6), H=-123(LC 7) Max Grav L=2092(LC 30), H=1096(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-381/1399, C-D=-1273/149, D-E=-1218/157, E-F=-1506/181 BOT CHORD K-L=-346/293, I-K=-148/1428, H-1=-183/1239 WEBS C-L=-2164/406, C-K=-141/1105, E-K=-281/44, F-1=0/409, B-L=-1406/434, F-H=-1428/222 Structural wood sheathing directly applied or 4-7-4 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) L=347, H=123. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419643 30387 JA1 Jack -Open 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:13 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-mEjGXYYg2TRg6f? Wup3hDRgYrUUFJQAka_dYKOz7yQy -1-9-12 1-11-11 1-9-12 1-11-11 Scale - 1:18.9 3.00 12 4x5 11 F B A 4x4 11 8-0-0 8-0-0 Plate Offsets (X,Y)-- [B:0-3-7,0-1-01, [E:0-1-12,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.12 D-E >795 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.24 D-E >391 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 C n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MR Wind(LL) 0.05 D-E >999 240 Weight: 15 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=28(LC 7) Max Uplift E=-92(LC 6), C=-33(LC 16) Max Grav E=389(LC 16), C=132(LC 5), D=129(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-290/161 Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, C. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15 lb down and 21 lb up at 2-0-12, and 13 lb down and 10 lb up at 4-0-12, and 60 lb down and 46 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, D-E=-20 Concentrated Loads (lb) Vert: G=5(F) H=2(F) 1=-60(F) 395q� �� �,CISTBRti� S;tONAL V- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419644 30387 JA2 Jack -Open 5 1 Job Reference (optional) Alliance I russ (LA), ADDOTSTOra, t SU - VZJ /rts, -1-9-12 3-11-11 1-9-12 3-11-11 A 4x4 B E 3x4 3.00 F12 F 0.4sU s May 1Z ZUZI MI I eK maustrleS, Inc. vvea Jun V -16:00:14 ZUZI F'age "1 I D: G hXsg3zkN b6P9G E UJXB8TtzAyzD-F RH el uZJ pmZXjoaiSXawlfCj b ugG2tQtpe M 5tgz7yQx C D Scale - 1:18.6 8-0-0 8-0-0 Plate Offsets (X,Y)-- [B:0-2-0,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.13 D-E >702 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(CT) -0.26 D-E >353 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 C n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MR Wind(LL) 0.01 D-E >999 240 Weight: 17 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=39(LC 6) Max Uplift E=-81(LC 6), C=-25(LC 10) Max Grav E=377(LC 16), C=122(LC 17), D=129(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-279/125 Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, C. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419645 30387 JA3 Jack -Open 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 1-9-12 3x5 11 B 3x4 = 3.00 12 5-11-11 5-11-11 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:14 2021 Page 1 I D: G hXsg3zkN b6P9G E UJXB8TtzAyzD-F RH el uZJ pmZXjoaiSXawlfCg5u pj2tQtpeM 5tgz7yQx Scale = 1:18.4 Ic9 M 0 8-0-0 8-0-0 Plate Offsets (X,Y)-- [B:0-3-7,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.14 D-E >646 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.30 D-E >306 240 TCDL 7.0 * Rep Stress Incr NO WB 0.00 Horz(CT) 0.07 C n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MR Wind(LL) 0.04 D-E >999 240 Weight: 19 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=54(LC 6) Max Uplift E=-38(LC 6), C=-30(LC 10) Max Grav E=479(LC 17), C=214(LC 17), D=136(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-401/85 Structural wood sheathing directly applied or 5-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, C. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-74(F=-10), B-C=-74(F=-10), D-E=-20 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-62(F=-10), B-C=-62(F=-10), D-E=-20 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-62(F=-10), B-F=-62(F=-10), C-F=-71(F=-10), D-E=-20 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 June 10,2021 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419645 30387 JA3 Jack -Open 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, LOAD CASE(S) Standard 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:14 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-FRHeluZJpmZXjoaiSXawlfCg5upj2tQtpeM5tgz7yQx Uniform Loads (plf) Vert: A-13=-35(F=-10), 13-C=-35(F=-10), D-E=-20 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-13=-24(F=-10), 13-C=-24(F=-10), D-E=-40 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=22(F=-10), B-C=12(F=-10), D-E=-10 Horz: B-E=12, A-13=40, B-C=-30 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-3(F=-10), B-C=1(F=-10), D-E=-10 Horz: B-E=-16, A-B=-15, B-C=-20 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=2(F=-10), B-C=-2(F=-10), D-E=-20 Horz: B-E=21, A-13=-26, B-C=-22 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-9(F=-10), B-C=-13(F=-10), D-E=-20 Horz: B-E=-7, A-B=-15, B-C=-11 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=7(F=-10), B-C=12(F=-10), D-E=-10 Horz: B-E=10, A-B=-26, B-C=-30 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-6(F=-10), B-C=-1(F=-10), D-E=-10 Horz: B-E=-15, A-B=-13, B-C=-17 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=7(F=-10), B-C=12(F=-10), D-E=-10 Horz: B-E=10, A-13=-26, B-C=-30 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-6(F=-10), B-C=-1(F=-10), D-E=-10 Horz: B-E=-15, A-B=-13, B-C=-17 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=2(F=-10), B-C=-2(F=-10), D-E=-20 Horz: B-E=19, A-13=-26, B-C=-22 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-11(F=-10), B-C=-16(F=-10), D-E=-20 Horz: B-E=-6, A-13=-13, B-C=-8 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-124(F=-10), B-C=-24(F=-10), D-E=-20 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-74(F=-10), B-F=-74(F=-10), C-F=-86(F=-10), D-E=-20 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-39(F=-10), 13-C=-39(F=-10), D-E=-20 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: A-13=-24(F=-10), 13-C=-24(F=-10), D-E=-20 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42(F=-10), B-C=-45(F=-10), D-E=-20 Horz: B-E=16, A-13=-19, B-C=-16 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Uniform Loads (plf) Vert: A-13=-50(F=-10), B-C=-53(F=-10), D-E=-20 Horz: B-E=-5, A-B=-11, B-C=-8 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Uniform Loads (plf) Vert: A-13=42(F=-10), B-C=-45(F=-10), D-E=-20 Horz: B-E=14, A-13=-19, B-C=-16 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Uniform Loads (plf) Vert: A-13=-52(F=-10), B-C=-55(F=-10), D-E=-20 Horz: B-E=-5, A-13=-10, B-C=-6 Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419645 30387 JA3 Jack -Open 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:14 2021 Page 3 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-FRHeluZJpmZXjoaiSXawlfCg5upj2tQtpeM5tgz7yQx LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=-64(F=-10), B-C=-64(F=-10), D-E=-20 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419646 30387 JA4 Jack -Partial 18 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:15 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-jdrOyEaxa4hOLy9u?E591slvylB2nl B02H6fPGz7yQw -1-9-12 4-11-5 8-0-0 1-9-12 4-11-5 3-0-12 Scale = 1:18.7 3x4 = 1.5x4 8-0-0 8-0-0 Plate Offsets (X,Y)-- [C:0-1-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.17 E-F >539 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.35 E-F >270 240 TCDL 7.0 * Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 E n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MP Wind(LL) 0.00 F **** 240 Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) D=Mechanical, E=Mechanical, F=0-5-8 Max Horz F=69(LC 6) Max Uplift D=-27(LC 6), E=-31(LC 10), F=-103(LC 6) Max Grav D=86(LC 17), E=274(LC 17), F=489(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-F=-310/130 BOT CHORD E-F=-112/314 WEBS C-F=-339/48, C-E=-370/132 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, E except Ot=lb) F=103. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 395� q� °.� ��c.rsTER`�� �S;tONAL V- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419647 30387 JA5 Jack -Partial 7 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:16 2021 Page 1 I D: G hXsg3zkN b6P9G E UJXB8TtzAyzD-BpPO9ZaZLOpFz6k5ZycOg4124i V Y W 16AGxrCxjz7yQv -1-9-12 4-11-5 8-0-0 1-9-12 4-11-5 3-0-12 Scale = 1:18.7 3x4 = 1.5x4 8-0-0 8-0-0 Plate Offsets (X,Y)-- [C:0-1-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.17 E-F >539 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.35 E-F >270 240 TCDL 7.0 * Rep Stress Incr NO WB 0.18 Horz(CT) 0.00 E n/a n/a Code IBC2015/TP12014 Matrix -MP Wind(LL) 0.00 F **** 240 Weight: 31 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) D=Mechanical, E=Mechanical, F=0-5-8 Max Horz F=69(LC 6) Max Uplift D=-16(LC 6), E=-5(LC 10), F=-42(LC 6) Max Grav D=96(LC 17), E=300(LC 17), F=550(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-F=-354/86 BOT CHORD E-F=-71/356 WEBS C-F=-384/3, C-E=-419/83 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. GA 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, E, F. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24 has/have been Building WAgRCj9 o� ACT case(s) modified. designer must review loads to verify that they are correct for the intended use of this truss. �Q C / LOAD CASE(S) Standard IF 0 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-74, B-D=-74, E-F=-20 39586 tV 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 O�� 7ST$Rti `�w Uniform Loads (plf) SSjONAL��� Vert: A-B=-62, B-D=-62, E-F=-20 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 June 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419647 30387 JA5 Jack -Partial 7 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:16 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-BpPO9ZaZLOpFz6k5ZycOg4124iVYW16AGxrCxjz7yQv LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-13=-62, B-G=-62, D-G=-73, E-F=-20 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-35, B-D=-35, E-F=-20 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-13=-24, B-D=-24, E-F=-40 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=22, B-D=12, E-F=-10 Horz: B-F=12, A-13=40, B-D=-30 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-3, B-D=1, E-F=-10 Horz: B-F=-16, A-13=-15, B-D=-20 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=2, B-D=-2, E-F=-20 Horz: B-F=21, A-B=-26, B-D=-22 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-9, B-D=-13, E-F=-20 Horz: B-F=-7, A-B=-15, B-D=-11 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=7, B-D=12, E-F=-10 Horz: B-F=10, A-B=-26, B-D=-30 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-D=-1, E-F=-10 Horz: B-F=-15, A-13=-13, B-D=-17 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=7, B-D=12, E-F=-10 Horz: B-F=10, A-B=-26, B-D=-30 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-D=-1, E-F=-10 Horz: B-F=-15, A-13=-13, B-D=-17 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=2, B-D=-2, E-F=-20 Horz: B-F=19, A-B=-26, B-D=-22 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-11, B-D=-16, E-F=-20 Horz: B-F=-6, A-13=-13, B-D=-8 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-124, B-D=-24, E-F=-20 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-74, B-G=-74, D-G=-89, E-F=-20 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-39, B-D=-39, E-F=-20 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: A-13=-24, B-D=-24, E-F=-20 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42, B-D=-45, E-F=-20 Horz: B-F=16, A-13=-19, B-D=-16 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-50, B-D=-53, E-F=-20 Horz: B-F=-5, A-B=-11, B-D=-8 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=42, B-D=-45, E-F=-20 Horz: B-F=14, A-13=-19, B-D=-16 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419647 30387 JA5 Jack -Partial 7 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:16 2021 Page 3 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-BpPO9ZaZLOpFz6k5ZycOg4124iVYW16AGxrCxjz7yQv LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-B=-52, B-D=-55, E-F=-20 Horz: B-F=-5, A-B=-10, B-D=-6 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-D=-64, E-F=-20 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419648 30387 JA6 JACK -PARTIAL 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:16 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-BpPO9ZaZLOpFz6k5ZycOg418ziUwWl2AGxrCxjz7yOv -1-9-12 4-11-9 8-0-0 1-9-12 4-11-9 3-0-7 Scale = 1:19.1 E 1.5x4 8-0-0 8-0-0 Plate Offsets (X,Y)-- [B:0-2-0,0-5-81, [C:0-1-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.18 E-F >524 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.38 E-F >248 240 TCDL 7.0 * Rep Stress Incr NO WB 0.18 Horz(CT) 0.00 E n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MP Wind(LL) 0.07 E-F >999 240 Weight: 37 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) D=Mechanical, E=Mechanical, F=0-5-8 Max Horz F=67(LC 6) Max Uplift D=-28(LC 6), E=-45(LC 10), F=-117(LC 6) Max Grav D=102(LC 17), E=321(LC 17), F=530(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-F=-259/115 BOT CHORD E-F=-123/370 WEBS C-F=-396/61, C-E=-431/143 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, E except Qt=lb) F=117. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 45 lb up at 2-7-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-G=-64, D-G=-75(F=-11), E-F=-20 Concentrated Loads (lb) Vert:1=-71(B) June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419649 30387 JA7 Jack -Open 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:17 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-fOznNvbB6hx6aGJH7f7dNHgEr5vxFEAJVbbIU9z7yQu -1-9-12 2-6-6 1-9-12 2-6-6 rn 3x4 11 Scale = 1:11.0 2-6-6 2-6-6 Plate Offsets (X,Y)-- [B:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 D-E >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) 0.01 D-E >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 C n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MR Wind(LL) -0.00 D-E >999 240 Weight: 9 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=31(LC 7) Max Uplift E=-97(LC 6), C=-42(LC 16), D=-26(LC 16) Max Grav E=377(LC 16), C=38(LC 17), D=36(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-306/104 Structural wood sheathing directly applied or 2-6-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, C, D. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419650 30387 JA8 JACK -PARTIAL 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:18 2021 Page 1 I D: G hXsg3zkN b6P9G E UJXB8TtzAyzD-7C W9aFcpt?3yCQuThMfswV N UTVAP_fiTkF KJO bz7yQt -1-9-12 4-11-9 7-6-3 8-0-0 1-9-12 4-11-9 2-6-10 0-5-13 Scale - 1:18.5 1.5x4 7-6-3 8-0-0 7-6-3 0-5-13 Plate Offsets (X,Y)-- [B:0-2-0,0-5-81, [C:0-1-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.18 E-F >524 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.38 E-F >248 240 TCDL 7.0 * Rep Stress Incr NO WB 0.17 Horz(CT) 0.00 E n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MP Wind(LL) 0.07 E-F >999 240 Weight: 37 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) D=Mechanical, E=Mechanical, F=0-5-8 Max Horz F=63(LC 6) Max Uplift D=-22(LC 6), E=-41(LC 10), F=-117(LC 6) Max Grav D=78(LC 17), E=308(LC 17), F=525(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-F=-263/115 BOT CHORD E-F=-117/348 WEBS C-F=-374/58, C-E=-406/136 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, E except Ot=lb) F=117. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 45 lb up at 2-7-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-G=-64, D-G=-75(F=-11), E-F=-20 Concentrated Loads (lb) Vert: 1=-71(F) June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419651 30387 JC1 Jack -Open 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, -1-9-12 1-11-11 1-9-12 1-11-11 3.00 12 3x5 B 3x4 11 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:19 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-bO4XobdRdJBpgaTgE4A5SiwaLvbAj8gczv4sY1z7yQs Scale = 1:15.0 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.04 D-E >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.07 D-E >954 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 C n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MR Wind(LL) -0.02 D-E >999 240 Weight: 12 lb FT = 20% 6CDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=28(LC 7) Max Uplift E=-91(LC 6), C=-62(LC 16) Max Grav E=395(LC 16), C=65(LC 5), D=93(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-319/134 Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, C. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15 lb down and 21 lb up at 2-0-12, and 13 lb down and 10 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, D-E=-20 Concentrated Loads (lb) Vert: G=5(B) H=2(B) 395" �� �FCISTE S;tONAL V- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419652 30387 JC2 Jack -Open 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 1-9-12 3x4 11 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:19 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-bO4XobdRdJBpgaTgE4A5SiwaLvboj8gczv4sY1z7yQs 3-11-11 3-11-11 Scale - 1:14.8 Ic9 M 0 6-0-0 6-0-0 Plate Offsets (X,Y)-- [B:0-2-8,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.04 D-E >999 360 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.25 Vert(CT) -0.08 D-E >819 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 C n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MR Wind(LL) 0.01 D-E >999 240 Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=39(LC 6) Max Uplift E=-86(LC 6), C=-31(LC 10) Max Grav E=368(LC 16), C=11 O(LC 17), D=98(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-289/119 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, C. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �13t_l G:A 9 395� q� °.� ��c.rsTER`�� �S;tONAL V- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419653 30387 JC3 Jack -Open 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:20 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-3aev?xd3Oc,JgRj2sonhK?wSjPJvzSbvmBZpP4Uz7yQr -1-9-12 6-0-0 1-9-12 6-0-0 Scale = 1:15.2 3x4 11 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) 0.05 D-E >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.32 Vert(CT) -0.10 D-E >668 240 TCDL 7.0 * Rep Stress Incr NO WB 0.00 Horz(CT) 0.04 C n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MR Wind(LL) 0.03 D-E >999 240 Weight: 17 lb FT = 20% 6CDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=54(LC 6) Max Uplift E=-46(LC 6), C=-33(LC 10) Max Grav E=460(LC 17), C=206(LC 17), D=105(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-412/82 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, C. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-74, B-C=-74, D-E=-20 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-61, B-C=-62, D-E=-20 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-61, B-F=-62, C-F=-71, D-E=-20 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 June 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419653 30387 JC3 Jack -Open 5 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:20 2021 Page 2 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-3aev?xd3OcJgRj2sonhK?wSjPJvzSbvmBZpP4Uz7yQr LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-13=-35, B-C=-35, D-E=-20 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-24, B-C=-24, D-E=-40 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=22, B-C=12, D-E=-10 Horz: B-E=12, A-13=40, B-C=-30 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-3, B-C=1, D-E=-10 Horz: B-E=-16, A-B=-15, B-C=-20 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=2,B-C=-2, D-E=-20 Horz: B-E=21, A-13=-26, B-C=-22 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-9, B-C=-13, D-E=-20 Horz: B-E=-7, A-B=-15, B-C=-11 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=7,B-C=12, D-E=-10 Horz: B-E=10, A-13=-26, B-C=-30 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-C=-1, D-E=-10 Horz: B-E=-15, A-B=-13, B-C=-17 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=7,B-C=12, D-E=-10 Horz: B-E=10, A-B=-26, B-C=-30 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-13=-6, B-C=-1, D-E=-10 Horz: B-E=-15, A-B=-13, B-C=-17 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=2,B-C=-2, D-E=-20 Horz: B-E=19, A-B=-26, B-C=-22 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-11, B-C=-16, D-E=-20 Horz: B-E=-6, A-B=-13, B-C=-8 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-124, B-C=-24, D-E=-20 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-74, B-F=-74, C-F=-86, D-E=-20 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-39, B-C=-39, D-E=-20 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: A-13=-24, B-C=-24, D-E=-20 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg Uniform Loads (plf) Vert: A-13=42, B-C=-45, D-E=-20 Horz: B-E=16, A-B=-19, B-C=-16 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg Uniform Loads (plf) Vert: A-13=-50, B-C=-53, D-E=-20 Horz: B-E=-5, A-B=-11, B-C=-8 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg Uniform Loads (plf) Vert: A-13=42, B-C=-45, D-E=-20 Horz: B-E=14, A-B=-19, B-C=-16 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg Uniform Loads (plf) Vert: A-13=-52, B-C=-55, D-E=-20 Horz: B-E=-5, A-13=-10, B-C=-6 Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, D-E=-20 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419654 30387 JD1 Jack -Open 4 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 1-9-12 3A 11 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:21 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-XnCH DHei9wRX3td2MVCZX7?wqj I i B29vQDZzdwz7yQq 1-11-11 1-11-11 Scale = 1:11.2 4-0-0 4-0-0 Plate Offsets (X,Y)-- [B:0-2-0,0-1-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 D-E >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.01 D-E >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 C n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MR Wind(LL) -0.01 D-E >999 240 Weight: 10 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=28(LC 7) Max Uplift E=-91(LC 6), C=-73(LC 16) Max Grav E=392(LC 16), C=24(LC 5), D=61(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-330/114 Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, C. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15 lb down and 21 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, D-E=-20 Concentrated Loads (lb) Vert: G=5(F) June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419655 30387 JD2 Jack -Open 10 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:21 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-XnCHDHei9wRX3td2MVCZX7?wgjHxB29vQDZzdwz7yQq -1-9-12 4-0-0 1-9-12 4-0-0 Scale - 1:12.8 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.02 D-E >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.02 D-E >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 C n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MR Wind(LL) 0.00 D-E >999 240 Weight: 12 lb FT = 20% 6CDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=39(LC 6) Max Uplift E=-94(LC 6), C=-35(LC 10) Max Grav E=360(LC 16), C=103(LC 17), D=65(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-291/115 Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, C. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419656 30387 JG1 Jack -Open 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:22 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-OzmgQdfKwEZOh1BFwgo4LY5a6c6wVP2ftIW9Mz7yQp -1-9-12 4-6-0 1-9-12 4-6-0 Scale = 1:13.4 3x4 11 E 4-6-0 4-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.03 D-E >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) -0.03 D-E >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 C n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MR Wind(LL) 0.01 D-E >999 240 Weight: 14 lb FT = 20% 6CDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=43(LC 6) Max Uplift E=-94(LC 6), C=-40(LC 10) Max Grav E=361(LC 16), C=123(LC 17), D=75(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-303/120 Structural wood sheathing directly applied or 4-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, C. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419657 30387 JG2 Jack -Open 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 4-6-0 3x4 11 D 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:23 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-U9K2ezgyhXhFJBmRTwE1dY4JUWzFfyfCtX24hpz7yQo Scale = 1:13.4 4-6-0 4-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.01 C-D >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.03 C-D >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 B n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MR Wind(LL) 0.01 C-D >999 240 Weight: 11 lb FT = 20% 6CDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) D=0-5-8, B=Mechanical, C=Mechanical Max Horz D=33(LC 7) Max Uplift D=-16(LC 6), B=-44(LC 10) Max Grav D=178(LC 16), B=129(LC 16), C=78(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, B. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419658 30387 JM1 Jack -Open 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:23 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-U9K2ezgyhXhFJ BmRTwE1 dY4GKWyafyfCtX24hpz7yQo 1-9-12 2-0-0 Scale = 1:10.4 2-0-0 2-0-0 Plate Offsets (X,Y)-- [B:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.00 D-E >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) 0.00 D-E >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 C n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MR Wind(LL) -0.00 D-E >999 240 Weight: 8 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, C=Mechanical, D=Mechanical Max Horz E=28(LC 7) Max Uplift E=-102(LC 6), C=-63(LC 16), D=-42(LC 16) Max Grav E=398(LC 16), C=12(LC 17), D=26(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-E=-321/102 Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C, D except Ot=lb) E=102. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419659 30387 JM2 Jack -Open 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 2x4 11 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:24 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-yMuQrlhaSrp6wLLdldmG9mdYfwLaOOvL6BndDFz7yQn 2-0-0 2-0-0 2-0-0 Scale = 1:10.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 D >999 360 MT20 197/144 .0 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 D >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 B n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MR Wind(LL) 0.00 D >999 240 Weight: 6 lb FT = 20% 6CDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 BOT CHORD REACTIONS. (size) D=0-5-8, B=Mechanical, C=Mechanical Max Horz D=21(LC 7) Max Uplift D=-9(LC 6), B=-20(LC 10) Max Grav D=225(LC 1), B=52(LC 1), C=33(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, B. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 166 lb down and 17 lb up at 0-2-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert:A-B=-64, C-D=-20 Concentrated Loads (lb) Vert: A=-151 June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419660 30387 K1 Roof Special 2 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:25 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-QYSo2ehCD9xzYVwpbLH Viz9fl Kbf7o2VLrXAmhz7yQm 4-7-3 9-6-6 4-7-3 4-11-3 �nnFig 1.5 3x4 11 3x5 — 3x5 = Scale = 1:28.2 9-6-6 9-6-6 Plate Offsets (X,Y)-- [B:0-2-4,0-1-81, [D:0-1-12,0-1-81, [E:Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 5 TC 0.30 Vert(LL) -0.20 D-E >550 360 MT20 197/144 (Roof Snow=25. Lumber DOL 1.15 BC 0.42 Vert(CT) -0.40 D-E >276 240 BCDL 7 * Rep Stress Incr YES B W0.20 Horz(CT) 0.00 D n/a n/a 0.0 BCLL .0 Code IBC2015/TP12014 Matrix -MS Wind(LL) -0.01 D-E >999 240 Weight: 41 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) D=0-5-8, E=Mechanical Max Horz E=128(LC 7) Max Uplift D=-62(LC 10), E=-49(LC 6) Max Grav D=436(LC 16), E=403(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD D-E=-99/329 WEBS B-D=-349/122, B-E=-328/111 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, E. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419661 30387 K2 Roof Special 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:25 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-QYSo2ehCD9xzYVwpbLHViz9cKKbX7o4VLrXAmhz7yQm 0-8-14 4-2-14 9-6-6 0-8-14 3-6-0 5-3-8 3 3.00 12 3x4 11 3x5 = 3x5 = Scale = 1:28.2 4-2-14 9-6-6 4-2-14 5-3-8 Plate Offsets (X,Y)-- [B:0-2-8,0-2-01, [C:0-2-0,0-1-01, [D:0-1-12,0-1-81, [E:Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 (Roof Snow=25. Plate Grip DOL 1.1 5 TC 0.49 Vert(LL) -0.21 D-E >535 360 MT20 197/144 BCDL 7 Lumber DOL 1.15 BC 0.42 Vert(CT) -0.41 D-E >269 240 0.0 BCLL * Rep Stress Incr YES W0.20 B Horz(CT) 0.00 D n/a n/a .0 BCDL 10.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) -0.01 D-E >999 240 Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) D=0-5-8, E=Mechanical Max Horz E=125(LC 7) Max Uplift D=-52(LC 10), E=-59(LC 6) Max Grav D=478(LC 25), E=442(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD D-E=-91/306 WEBS B-D=-315/94, B-E=-333/117 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, E. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9 116� 39586 c{� �S;t_04NALV- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419662 30387 K3 Roof Special 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:26 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-uk?AG_iq_S3gAeVO92okEBirNkzVsGNeaVGkl8z7yQl 2-8-14 6-2-14 9-6-6 2-8-14 3-6-0 3-3-8 Scale = 1:28.1 1.5x4 II n D 1.5x4 II 2-8-14i 9-6-6 2- -11 6-9-8 Plate Offsets (X,Y)-- [E:0-1-12,0-1-81 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.06 E-F >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.12 E-F >938 240 TCDL 7.0 * Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 E n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.00 E-F >999 240 Weight: 47 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) E=0-5-8, G=Mechanical Max Horz G=125(LC 7) Max Uplift E=-52(LC 10), G=-59(LC 6) Max Grav E=428(LC 29), G=414(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-B=-259/19, B-C=-253/29, A-G=-419/52 WEBS C-E=-334/74, A-F=-33/374 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, G. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419663 30387 K4 Roof Special 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 3x G 3x5 = 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:27 2021 Page 1 I D: G hXsg3zkN b6P9G E UJXB8TtzAyzD-MxZZTKjSI mC h no4Ci IJzn O F_I7 H 6bj 3 n o9OHq az7yQk 4-8-14 3-6-0 11-3-8 1.5x4 II 3.00 12 4x7 = 4x4 = 2x4 = E 9-6-6 9-6-6 3x5 = Scale = 1:31.4 Plate Offsets (X,Y)-- [B:0-3-4,0-1-01, [C:0-2-0,0-2-41, [F:0-1-12,0-1-81, [GEdge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 5 TC 0.37 Vert(LL) -0.20 F-G >543 360 MT20 197/144 (Roof Snow=25. Lumber DOL 1.15 BC 0.42 Vert(CT) -0.41 F-G >273 240 BCDL 7 * Rep Stress Incr YES B W0.17 Horz(CT) 0.00 F n/a n/a 0.0 BCLL .0 BCDL 10.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) -0.01 F-G >999 240 Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) F=0-5-8, G=Mechanical Max Horz G=125(LC 7) Max Uplift F=-52(LC 10), G=-59(LC 6) Max Grav F=422(LC 16), G=465(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C-D=-267/71 WEBS B-F=-255/90, B-G=-255/94 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, G. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. GA 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A7.�CI9 395� q� °.� ��c.rsTER`�� �S;tONAL V- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419664 30387 K6 Half Hip Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:28 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-g77xhgk5W4KYPyfOGTgCKcn6mXbnKOix1 plrM0z7yQj 4-2-9 8-1-9 14-1-6 17-9-8 4-2-9 3-11-1 5-11-13 3-8-2 5x7 = Scale = 1:31.5 1.5x4 II 11 3xb II 12X1Z = bX/ — 4x6 = 6x10 MT18HS 4-2-9 8-1-9 14-1-6 17-9-8 4-2-9 3-11-1 5-11-13 3-8-2 Plate Offsets (X,Y)-- [A:0-3-9,0-10-01, [A:0-0-0,0-4-91, [C:0-3-4,0-2-41, [D:0-5-4,0-2-41, [F:Edge,0-2-41, [H:0-3-8,0-6-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.18 H-1 >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.27 H-1 >785 240 MT18HS 197/144 TCDL 7.0 * Rep Stress Incr NO WB 0.78 Horz(CT) 0.05 F n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MS Wind(LL) 0.09 H >999 240 Weight: 205 lb FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF No.2 *Except* D-E: 2x4 SPF No.2 BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD WEBS 2x4 SPF No.2 WEBS OTHERS 2x6 SPF No.2 WEDGE Left: 2x4 SPF No.2 REACTIONS. (size) F=0-5-8, A=0-5-8 Max Horz A=125(LC 9) Max Uplift F=-602(LC 6), A=-639(LC 6) Max Grav F=3966(LC 25), A=4485(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-B=-10198/1477, B-C=-11350/1671, C-D=-3347/504 BOT CHORD A-1=-1439/9764, H-1=-1439/9764, G-H=-1621/11009, F-G=-471/3335 WEBS B-1=-557/235, B-H=-320/1412, C-H=-624/4488, C-G=-8451/1278, D-G=-592/4305, D-F=-5070/751 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. T-Brace: 2x6 SPF No.2 - C-G Fasten (2X) T and I braces to narrow edge of web with 1 Od (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member C-H 2x4 - 2 rows staggered 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=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) F=602, A=639. 11) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Girder carries tie-in span(s): 8-7-8 from 0-0-0 to 17-9-8 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 June 10,2021 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419664 30387 K6 Half Hip Girder 1 2 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:29 2021 Page 2 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-IJhJuOkjHNSP16EbgALRspKGWxwO3Ty4GTVOvSz7yQi NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4175 lb down and 655 lb up at 8-1-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-64, D-E=-64, F-J=-159(B=-139) Concentrated Loads (lb) Vert: H=-4175(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419665 30387 M1 Roof Special Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, -1-9-12 1-9-12 1.5x4 II 2-0-0 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:30 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-n W Fh6MIL2haGeGpnOusgP 1 tSCLKlo5mEU7ExRvz7yQh 3-6-0 2-6-0 1.5x4 11 E Scale = 1:18.7 2-0-0 0 2-0- 5-6-0 3-6-0 8-0-0 2-6-0 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) -0.04 F-G >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.08 F-G >999 240 TCDL 7.0 * Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 F n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MP Wind(LL) 0.00 G >999 240 Weight: 33 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) F=Mechanical, H=0-5-8 Max Horz H=62(LC 9) Max Uplift F=-50(LC 10), H=-131(LC 6) Max Grav F=318(LC 30), H=526(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-C=-424/47, C-D=-390/43, B-H=-535/125 BOT CHORD F-G=-81/394 WEBS D-F=-443/106, B-G=-25/424 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F except Qt=lb) H=131. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9 lb down and 9 lb up at 2-0-0, and 24 lb down and 19 lb up at 3-5-4 on top chord, and 29 lb down and 72 lb up at 2-0-0, and 6 lb down and 1 lb up at 3-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, C-D=-64, D-E=-64, F-H=-20 June 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419665 30387 M1 Roof Special Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:30 2021 Page 2 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-n W Fh6MIL2haGeGpnOusg P 1 tSCLKlo5mEU7ExRvz7yQh LOAD CASE(S) Standard Concentrated Loads (lb) Vert: G=38(F) J=-5(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419666 30387 M2 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:31 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-Fip3Jimzp?i6GQNzxbOvxEPewle_XYANjn_VzLz7yQg -1-9-12 4-0-0 8-0-0 1-9-12 4-0-0 4-0-0 Scale = 1:18.4 4x5 = 1.5x4 II 3.00 F12 C D 3x4 = 4-0-0 8-0-0 4-0-0 4-0-0 Plate Offsets (X,Y)-- [C:0-1-12,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.16 E-F >562 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.33 E-F >281 240 TCDL 7.0 * Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 E n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MP Wind(LL) 0.00 F **** 240 Weight: 32 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 210OF 1.8E WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) E=Mechanical, F=0-5-8 Max Horz F=54(LC 7) Max Uplift E=-40(LC 6), F=-114(LC 6) Max Grav E=378(LC 25), F=598(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-F=-424/128 BOT CHORD E-F=-93/268 WEBS C-E=-291/92, C-F=-291/62 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E except (jt=lb) F=114. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419667 30387 M3 Half Hip 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 1-9-12 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:32 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-juNSW2nbalgzuZyAVJv8USyko8_FG_mXyRj2Vnz7yQf 6-0-0 8-0-0 6-0-0 2-0-0 4x5 - 1.5x4 II D 3x4 = 6-0-0 8-0-0 6-0-0 2-0-0 Plate Offsets (X,Y)-- [C:0-1-12,0-1-0] Scale = 1:18.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.16 E-F >562 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.33 E-F >281 240 TCDL 7.0 * Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 E n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MP Wind(LL) 0.00 F **** 240 Weight: 33 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 210OF 1.8E WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) E=Mechanical, F=0-5-8 Max Horz F=70(LC 7) Max Uplift E=41(LC 6), F=-112(LC 6) Max Grav E=315(LC 26), F=649(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B-F=-504/146 WEBS C-E=-280/78 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E except Qt=lb) F=112. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419668 30387 P1 Monopitch Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:32 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-juNSW2nbalgzuZyAVJv8USysr8tKGvMXyRj2Vnz7yQf 3-0-0 3-0-0 7x8 1.5x4 II 4x4 = Scale = 1:16.4 3-0-0 6-0-0 3-0-0 3-0-0 Plate Offsets (X,Y)-- [B:0-1-8,0-2-01, [D:0-1-12,0-2-01, [E:0-3-8,0-4-121, [F:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.03 D-E >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.86 Vert(CT) -0.04 D-E >999 240 TCDL 7.0 * Rep Stress Incr NO WB 0.48 Horz(CT) 0.01 D n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -MP Wind(LL) 0.01 E >999 240 Weight: 28 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-F: 2x6 SPF No.2 REACTIONS. (size) F=0-5-8, D=Mechanical Max Horz F=64(LC 7) Max Uplift F=-136(LC 6), D=-146(LC 10) Max Grav F=1299(LC 16), D=1337(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-B=-1983/222, A-F=-1038/116 BOT CHORD D-E=-211/1906 WEBS B-E=-141/1202, B-D=-2115/251, A-E=-210/1963 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) AIJ GARC F=136, D=146. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 04 AS I 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37 has/have been Building designer loads for intended �p modified. must review to verify that they are correct the use of this truss. 2 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1028 lb down and 146 lb up at _ 2-0-12, and 1059 lb down and 145 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 39586 tV O� �CISTERti LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 NALE� Uniform Loads (plf) Vert: A-C=-74, D-F=-20 June 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419668 30387 P1 Monopitch Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:33 2021 Page 2 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-B5wgkNoDKcygVjXM30QN1fV1aYDZ?McgB5Tc2Ez7yQe LOAD CASE(S) Standard Concentrated Loads (lb) Vert: H=-1028(F) 1=-1059(F) 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-62, D-F=-20 Concentrated Loads (lb) Vert: H=-858(F) 1=-882(F) 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-G=-62, C-G=-68, D-F=-20 Concentrated Loads (lb) Vert: H=-858(F) 1=-882(F) 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-35, D-F=-20 Concentrated Loads (lb) Vert: H=-858(F) 1=-882(F) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-24, D-F=-40 Concentrated Loads (lb) Vert: H=-546(F) 1=-546(F) 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=12, D-F=-10 Horz: A-C=-30, C-D=16, A-F=12 Concentrated Loads (lb) Vert: H=136(F)1=135(F) 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=1. D-F=-10 Horz: A-C=-20, C-D=-12, A-F=-16 Concentrated Loads (lb) Vert: H=136(F)1=135(F) 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-2, D-F=-20 Horz: A-C=-22, C-D=7, A-F=21 Concentrated Loads (lb) Vert: H=146(F)1=145(F) 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-13, D-F=-20 Horz: A-C=-11, C-D=-21, A-F=-7 Concentrated Loads (lb) Vert: H=146(F)1=145(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=12, D-F=-10 Horz: A-C=-30, C-D=15, A-F=10 Concentrated Loads (lb) Vert: H=136(F)1=135(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-1, D-F=-10 Horz: A-C=-17, C-D=-10, A-F=-15 Concentrated Loads (lb) Vert: H=136(F)1=135(F) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=12, D-F=-10 Horz: A-C=-30, C-D=15, A-F=10 Concentrated Loads (lb) Vert: H=136(F)1=135(F) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-1, D-F=-10 Horz: A-C=-17, C-D=-10, A-F=-15 Concentrated Loads (lb) Vert: H=136(F)1=135(F) 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-2, D-F=-20 Horz: A-C=-22, C-D=6, A-F=19 Concentrated Loads (lb) Vert: H=146(F)1=145(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419668 30387 P1 Monopitch Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:33 2021 Page 3 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-B5wgkNoDKcygVjXM30QN1fV1aYDZ?McgB5Tc2Ez7yQe LOAD CASE(S) Standard 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-16, D-F=-20 Horz: A-C=-8, C-D=-19, A-F=-6 Concentrated Loads (lb) Vert: H=146(F)1=145(F) 16) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) Vert: A-G=-74, C-G=-82, D-F=-20 Concentrated Loads (lb) Vert: H=-1028(F) 1=-1059(F) 17) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) Vert: A-C=-39, D-F=-20 Concentrated Loads (lb) Vert: H=-1028(F) 1=-1059(F) 18) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pIf) Vert: A-C=-24, D-F=-20 Concentrated Loads (lb) Vert: H=-349(F) 1=-349(F) 19) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-C=-45, D-F=-20 Horz: A-C=-16, C-D=5, A-F=16 Concentrated Loads (lb) Vert: H=65(F) 1=64(F) 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-C=-53, D-F=-20 Horz: A-C=-8, C-D=-16, A-F=-5 Concentrated Loads (lb) Vert: H=65(F) 1=64(F) 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-C=-45, D-F=-20 Horz: A-C=-16, C-D=5, A-F=14 Concentrated Loads (lb) Vert: H=65(F) 1=64(F) 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-C=-55, D-F=-20 Horz: A-C=-6, C-D=-14, A-F=-5 Concentrated Loads (lb) Vert: H=65(F) 1=64(F) 23) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) Vert: A-C=-64, D-F=-20 Concentrated Loads (lb) Vert: H=-1028(F) 1=-1059(F) 24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-C=12, D-F=-10 Horz: A-C=-30, C-D=16, A-F=12 Concentrated Loads (lb) Vert: H=-306(F) 1=-307(F) 25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-C=1, D-F=-10 Horz: A-C=-20, C-D=-12, A-F=-16 Concentrated Loads (lb) Vert: H=-306(F) 1=-307(F) 26) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-C=-2, D-F=-20 Horz: A-C=-22, C-D=7, A-F=21 Concentrated Loads (lb) Vert: H=-296(F) 1=-297(F) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: A-C=-13, D-F=-20 Horz: A-C=-11, C-D=-21, A-F=-7 Concentrated Loads (lb) Vert: H=-296(F) 1=-297(F) 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.33, Plate Increase=1.33 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419668 30387 P1 Monopitch Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:33 2021 Page 4 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-B5wgkNoDKcygVjXM30QN1fV1aYDZ?McgB5Tc2Ez7yQe LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-C=12, D-F=-10 Horz: A-C=-30, C-D=15, A-F=10 Concentrated Loads (lb) Vert: H=-306(F) 1=-307(F) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-1, D-F=-10 Horz: A-C=-17, C-D=-10, A-F=-15 Concentrated Loads (lb) Vert: H=-306(F) 1=-307(F) 30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=12, D-F=-10 Horz: A-C=-30, C-D=15, A-F=10 Concentrated Loads (lb) Vert: H=-306(F) 1=-307(F) 31) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-1, D-F=-10 Horz: A-C=-17. C-D=-10. A-F=-15 Concentrated Loads (lb) Vert: H=-306(F) 1=-307(F) 32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-2, D-F=-20 Horz: A-C=-22, C-D=6, A-F=19 Concentrated Loads (lb) Vert: H=-296(F) 1=-297(F) 33) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-16, D-F=-20 Horz: A-C=-8, C-D=-19, A-F=-6 Concentrated Loads (lb) Vert: H=-296(F) 1=-297(F) 34) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-45, D-F=-20 Horz: A-C=-16, C-D=5, A-F=16 Concentrated Loads (lb) Vert: H=-692(F) 1=-710(F) 35) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-53, D-F=-20 Horz: A-C=-8, C-D=-16, A-F=-5 Concentrated Loads (lb) Vert: H=-692(F) 1=-710(F) 36) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-45, D-F=-20 Horz: A-C=-16, C-D=5, A-F=14 Concentrated Loads (lb) Vert: H=-692(F) 1=-710(F) 37) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-55, D-F=-20 Horz: A-C=-6, C-D=-14, A-F=-5 Concentrated Loads (lb) Vert: H=-692(F) 1=-710(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41-5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419669 30387 S1 Flat Girder 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, A 3x4 = 1.5x4 II D 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:33 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-B5wgkNoDKcygVjXM30QN1fV3eYQH?T3gB5Tc2Ez7y0e 2-6-0 2-6-0 2-6-0 2-6-0 B1.5x4 11 3x4 = Scale = 1:11.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 C-D >999 360 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 C-D >999 240 TCDL 7.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 C n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MP Wind(LL) -0.00 D >999 240 Weight: 11 lb FT = 20% 6CDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) D=Mechanical, C=Mechanical Max Horz D=-38(LC 4) Max Uplift D=-25(LC 4), C=-25(LC 5) Max Grav D=91(LC 1), C=91(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially 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 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 100 lb uplift at joint(s) D, C. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 lb down and 10 lb up at 1-3-0 on top chord, and 17 lb down and 3 lb up at 1-3-0 on bottom chord. The design/selection of 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). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert:A-B=-64, C-D=-20 Concentrated Loads (lb) Vert: F=3(B) 395� q� °.� ��c.rsTER`�� �S;tONAL V- June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419670 30387 VK1 Valley 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:34 2021 Page 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-fHUCxjor5w4h7t6YdjxcZt1 CbyjAkwNpPIC9agz7yQd 34-11 6-3-3 3-4-11 2-10-8 3.00 12 3x4 Plate Offsets (X,Y)-- [13:0-2-0,Edge], [C:Edge,0-1-15] 3x4 = 6-3-3 6x8 = C Scale = 1:11.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) n/a n/a 999 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 D n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-R Weight: 13 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) A=6-3-3, D=6-3-3 Max Horz A=13(LC 7) Max Uplift A=-29(LC 6), D=-29(LC 6) Max Grav A=237(LC 25), D=255(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-B=-393/83, B-C=-376/83 BOT CHORD A-D=-75/372 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, D. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419671 30387 VK2 Valley 1 1 Job Reference (optional) Alliance I russ (LA), ADDOTSTOra, cc - vzs M-0, 0.4JU S May 1Z ZUZI MI I eK mausrrleS, Inc. wea dun `d "It):oo:3o zuzl rage 1 ID:GhXsg3zkNb6P9GEUJXB8TtzAyzD-7T2a93pUsDCY11hIARSr64aPtM4GTNdzePyi66z7yQc 3-4-11 3x4 — 4-3-3 3-4-11 0-10-8 A 3x4 3.00 F12 B 2x4 — L D 1.5x4 11 Scale = 1:8.1 4-3-3 4-3-3 Plate Offsets (X,Y)-- [B:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 D n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-R Weight: 9 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) A=4-3-3, D=4-3-3 Max Horz A=13(LC 7) Max Uplift A=-17(LC 6), D=-18(LC 6) Max Grav A=165(LC 25), D=128(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-3-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, D. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419672 30387 VK3 Valley 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 TCDL 7.0 * Rep Stress Incr YES WB 0.00 BCLL 0.0 Code IBC2015/TPI2014 Matrix-P BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (size) A=2-9-15, B=2-9-15, C=2-9-15 Max Horz A=12(LC 6) Max Uplift A=-8(LC 6), B=-20(LC 6) Max Grav A=69(LC 1), B=53(LC 1), C=33(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:35 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-7T2a93pUsDCY11 h1ARSr64aQsM58TNdzePyi66z7yQc 2-9-15 2-9-15 3.00 12 3A DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 197/144 Vert(CT) n/a n/a 999 Horz(CT) -0.00 B n/a n/a Scale = 1:6.2 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, B. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419673 30387 VK4 Valley 1 1 Job Reference (optional) Alliance I russ (t A), ADDOTSTOra, tSU - VZo M-0, 3x4 25.43U S May 1 z zuzi mi I eK mausrrles, Inc. wea Jun B "Ib:Ob::Sb LULI rage -I I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-bfcyMPg6dXKPMBGxk8z4el7Z4mQSCgt6t3hGfyz7yQb 4-3-3 4-3-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) A=4-3-3, C=4-3-3 Max Horz A=23(LC 7) Max Uplift A=-16(LC 6), C=-19(LC 10) Max Grav A=123(LC 16), C=124(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale: 1.5"=l' D B C 1.5x4 II PLATES GRIP MT20 197/144 Weight: 9 lb FT = 20% Structural wood sheathing directly applied or 4-3-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. tONAL June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419674 30387 VK5 Valley 1 1 Job Reference (optional) Alliance I russ (LA), ADDOTSTOra, tSU - VZo M-0, 3x4 0.43U S May 1 z zuzi mi I eK mousrrles, Inc. vve0 Jun v lt):55:.Sb LULI rage -I I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-bfcyMPg6dXKPMBGxk8z4el7VNmOnCgt6t3hGfyz7yQb 6-3-3 6-3-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) n/a n/a 999 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) n/a n/a 999 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (size) A=6-3-3, C=6-3-3 Max Horz A=39(LC 9) Max Uplift A=-27(LC 6), C=-32(LC 10) Max Grav A=210(LC 16), C=218(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1:11.5 1.5x4 II B C 1.5x4 II PLATES GRIP MT20 197/144 Weight: 14 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Job Truss Truss Type Qty Ply LINWOOD-PO32575 Eastman-129 Skyline Dr. -Edmonds -WA U1419675 30387 VP1 Valley 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 TCDL 7.0 * Rep Stress Incr YES WB 0.00 BCLL 0.0 Code IBC2015/TPI2014 Matrix-P BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (size) A=3-10-3, B=3-10-3, C=3-10-3 Max Horz A=20(LC 6) Max Uplift A=-13(LC 6), B=-32(LC 6) Max Grav A=112(LC 1), B=85(LC 1), C=53(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 16:55:37 2021 Page 1 I D:GhXsg3zkNb6P9GEUJXB8TtzAyzD-3SALalrkOrSG_Lr71SUJ BVfIE9mxxH7G5jRpB?z7yQa 3-10-3 3-10-3 Scale = 1:7.5 3.00 12 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 197/144 Vert(CT) n/a n/a 999 Horz(CT) -0.00 B n/a n/a Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=4.2psf; BCDL=5.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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, B. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. tONAL June 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 6/30/2020 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 240 Stirling Crescent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Bradford, ON. L3Z 41_5 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides Of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI. TOP CHORDS c�-z cz-s 2. Truss bracing must be designed by an engineer. For O -1/ 16 . wide truss spacing, individual lateral braces themselves WEBS c3� 4 may require bracing, or alternative Tor I bracing should be considered. p3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. a O O 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c7-8 cs- C5-6 F designer, erection supervisor, property owner and all other interested parties. plates 0- 'lid' from outside BOTTOM CHORDS edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This S symbol indicates the Y JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO Connector plates. THE LEFT. 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 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate ICC-ES Reports: 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. b text in the bracing section of the Y g truss unless Otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section Indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for Crushing only. 18. Use of green or treated lumber may pose unacceptable health or performance risks. Consult with project engineer before use. Industry Standards: :environmental, IV 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling,Installing i ANSI/TPI 1 Quality Criteria. & Bracing of Metal Plate 21. The design does not take into account any dynamic Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 6/30/2020 or other loads other than those expressly stated.