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HomeMy WebLinkAboutBLD2021-00038 - 07D TRUSS ENGINEERINGDesign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss A01D Truss Type HIP Qty 1 Ply 2 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719176 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:43 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-T?Nn3wesYi?3WtnkEElEwMGDU2caa6z_I5jIb8y8yTU Scale = 1:60.3 1 2 3 4 5 7 9 11 6 8 10 12 14 16 17 19 13 15 18 20 21 22 27 26 25 24 23 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 3x6 3x4 4x6 8x16 3x4 5x8 3x6 3x6 3x6 3x4 8x16 3x4 3x4 3x6 6x10 3x10 3x4 3x10 3x4 3x10 3x4 3x10 3x6 0-2-8 0-1-12 2- 4 - 9 1-0-8 1-4-0 1-4-01-4-0 1-4-0 6-1-12 6-1-12 12-8-9 6-6-13 19-0-14 6-4-5 19-3-7 0-2-9 25-10-4 6-6-13 32-0-0 6-1-12 -1-4-0 1-4-0 3-4-13 3-4-13 6-0-0 2-7-3 8-9-12 2-9-12 10-1-12 1-4-0 11-5-12 1-4-0 12-8-9 1-2-13 12-9-12 0-1-3 14-1-12 1-4-0 15-5-12 1-4-0 16-6-4 1-0-8 17-10-4 1-4-0 19-2-4 1-4-0 19-3-7 0-1-3 20-5-11 1-2-4 21-9-11 1-4-0 23-1-11 1-4-0 26-0-0 2-10-5 28-7-3 2-7-3 32-0-0 3-4-13 33-4-0 1-4-0 0- 4 - 1 6- 8 - 4 7- 0 - 1 0- 4 - 1 2- 1 0 - 1 5.00 12 Plate Offsets (X,Y)-- [2:0-3-0,Edge], [4:0-5-4,0-3-4], [19:0-5-4,0-3-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.54 0.28 0.70 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.13 -0.13 0.04 (loc) 26-27 26-27 21 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 484 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E *Except* 16-19,4-16: 2x6 DF No.2, 11-18,5-11: 2x4 DF No.2 BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 8, 14, 12 REACTIONS. (size)2=0-5-8, 24=0-5-8, 21=0-5-8 Max Horz 2=191(LC 47) Max Uplift 2=-1281(LC 38), 24=-2442(LC 38), 21=-944(LC 41) Max Grav 2=1617(LC 27), 24=3973(LC 1), 21=1017(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3245/2627, 3-4=-2994/2386, 4-7=-698/693, 7-9=-340/391, 4-6=-2103/1552, 6-8=-2106/1553, 8-10=-1335/1883, 10-12=-1335/1883, 12-14=-1335/1883, 14-17=-1335/1883, 17-19=-1338/1887, 13-15=-420/497, 15-19=-817/766, 19-20=-1474/1543, 20-21=-1844/1843 BOT CHORD 2-27=-2496/2904, 26-27=-2469/2898, 24-26=-2044/2389, 23-24=-1018/1075, 21-23=-1613/1645 WEBS 4-27=-201/461, 19-23=-279/516, 8-26=-305/531, 14-24=-1277/772, 4-26=-610/468, 8-24=-4260/2676, 19-24=-2608/1680, 20-23=-388/389, 12-13=-517/303, 9-10=-372/215, 6-7=-748/459, 15-17=-935/575 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 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are 2x4 MT20 unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss A01D Truss Type HIP Qty 1 Ply 2 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719176 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:44 2020 Page 2 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-xBx9HGfUJ?7w81MwoyGTSZoODSypJZD7XlSr7by8yTT NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1281 lb uplift at joint 2, 2442 lb uplift at joint 24 and 944 lb uplift at joint 21. 12) This truss has been designed for a total drag load of 2200 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 18-9-12 to 32-0-0 for 166.8 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 562 lb down and 374 lb up at 6-0-0, 216 lb down and 147 lb up at 8-0-0, 216 lb down and 147 lb up at 10-0-0, 216 lb down and 147 lb up at 12-0-0, 216 lb down and 147 lb up at 14-0-0, 182 lb down and 140 lb up at 16-0-0, 216 lb down and 147 lb up at 18-0-0, 216 lb down and 147 lb up at 20-0-0, 216 lb down and 147 lb up at 22-0-0, and 216 lb down and 147 lb up at 24-0-0, and 562 lb down and 374 lb up at 26-0-0 on top chord, and 67 lb down and 62 lb up at 2-0-0, 67 lb down and 62 lb up at 4-0-0, 67 lb down and 62 lb up at 6-0-0, 67 lb down and 62 lb up at 8-0-0, 67 lb down and 62 lb up at 10-0-0, 67 lb down and 62 lb up at 12-0-0, 67 lb down and 62 lb up at 14-0-0, 67 lb down and 62 lb up at 16-0-0, 67 lb down and 62 lb up at 18-0-0, 67 lb down and 62 lb up at 20-0-0, 67 lb down and 62 lb up at 22-0-0, 67 lb down and 62 lb up at 24-0-0, 67 lb down and 62 lb up at 26-0-0, and 67 lb down and 62 lb up at 28-0-0, and 67 lb down and 62 lb up at 30-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-11=-80, 11-19=-80, 19-22=-80, 2-21=-16 Concentrated Loads (lb) Vert: 11=-174(F) 25=-30(F) 27=-30(F) 23=-30(F) 42=-460(F) 44=-174(F) 45=-174(F) 46=-174(F) 47=-174(F) 48=-174(F) 49=-174(F) 50=-174(F) 51=-174(F) 53=-460(F) 54=-30(F) 55=-30(F) 56=-30(F) 57=-30(F) 58=-30(F) 59=-30(F) 60=-30(F) 62=-30(F) 63=-30(F) 64=-30(F) 65=-30(F) 66=-30(F) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss A02 Truss Type HOWE Qty 7 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719177 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:45 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-POVXUcg64JFnmBx6Mfoi?nLTGrEi230HmPCPf1y8yTS Scale = 1:55.6 1 2 3 4 5 6 7 8 9 12 11 10 13 14 15 16 17 18 3x6 4x8 4x8 4x8 2x4 3x4 5x8 2x4 3x4 3x6 7-7-14 7-7-14 16-0-0 8-4-2 24-4-2 8-4-2 32-0-0 7-7-14 -1-4-0 1-4-0 7-7-14 7-7-14 16-0-0 8-4-2 24-4-2 8-4-2 32-0-0 7-7-14 33-4-0 1-4-0 0- 4 - 1 7- 0 - 1 0- 4 - 1 5.00 12 Plate Offsets (X,Y)-- [11:0-4-0,0-3-0] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.91 0.56 0.41 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0.32 0.13 (loc) 11 11-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 135 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. WEBS 1 Row at midpt 3-11, 7-11 REACTIONS. (size)8=0-5-8, 2=0-5-8 Max Horz 2=-189(LC 17) Max Uplift 8=-617(LC 13), 2=-617(LC 12) Max Grav 8=1639(LC 1), 2=1639(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3167/1085, 3-5=-2111/833, 5-7=-2111/833, 7-8=-3167/1085 BOT CHORD 2-12=-1058/2813, 11-12=-1058/2813, 10-11=-870/2813, 8-10=-870/2813 WEBS 3-12=0/299, 5-11=-233/903, 7-10=0/299, 3-11=-1230/631, 7-11=-1230/632 NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 13-0-0, Exterior(2) 13-0-0 to 19-0-0, Interior(1) 19-0-0 to 30-4-0, Exterior(2) 30-4-0 to 33-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 617 lb uplift at joint 8 and 617 lb uplift at joint 2. December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss A03 Truss Type HOWE Qty 9 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719178 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:46 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-ta3viyglrdNeNKWJvNJxY_tdYFYbnWBQ?3xyBTy8yTR Scale = 1:54.5 4 5 6 7 8 1 2 3 11 10 9 12 13 14 15 16 17 3x6 4x8 6x6 4x8 2x4 3x4 5x8 2x4 3x4 3x6 7-7-14 7-7-14 16-0-0 8-4-2 24-4-2 8-4-2 32-0-0 7-7-14 7-7-14 7-7-14 16-0-0 8-4-2 24-4-2 8-4-2 32-0-0 7-7-14 33-4-0 1-4-0 0- 4 - 1 7- 0 - 1 0- 4 - 1 5.00 12 Plate Offsets (X,Y)-- [1:0-0-2,Edge], [7:0-0-2,Edge], [10:0-4-0,0-3-0] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB Matrix-SH 1.00 0.64 0.41 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.34 -0.13 (loc) 10 9-10 1 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 133 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E *Except* 4-5,3-4: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-0-11 oc bracing. WEBS 1 Row at midpt 6-10, 2-10 REACTIONS. (size)7=0-5-8, 1=0-5-8 Max Horz 7=-202(LC 13) Max Uplift 7=-618(LC 13), 1=-547(LC 12) Max Grav 7=1642(LC 1), 1=1511(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-2118/849, 6-7=-3172/1099, 1-2=-3194/1146, 2-4=-2118/850 BOT CHORD 1-11=-951/2839, 10-11=-951/2839, 9-10=-1068/2816, 7-9=-1068/2816 WEBS 6-9=0/302, 4-10=-244/905, 2-11=0/304, 6-10=-1196/626, 2-10=-1245/643 NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 13-0-0, Exterior(2) 13-0-0 to 19-0-0, Interior(1) 19-0-0 to 30-4-0, Exterior(2) 30-4-0 to 33-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 618 lb uplift at joint 7 and 547 lb uplift at joint 1. December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss A03D Truss Type HOWE Qty 1 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719179 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:47 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-LmdIvIhNcwVV?U5VT4qA4CQoIfuqWzQZDjhVkvy8yTQ Scale = 1:54.4 4 5 6 7 8 1 2 3 11 10 9 13 14 15 16 17 18 12 3x8 4x8 6x6 4x8 2x4 3x4 5x8 2x4 3x4 3x8 7-7-14 7-7-14 16-0-0 8-4-2 24-4-2 8-4-2 32-0-0 7-7-14 7-7-14 7-7-14 16-0-0 8-4-2 24-4-2 8-4-2 32-0-0 7-7-14 33-4-0 1-4-0 0- 4 - 1 7- 0 - 1 0- 4 - 1 5.00 12 Plate Offsets (X,Y)-- [1:0-4-2,0-1-8], [7:0-4-2,0-1-8], [10:0-4-0,0-3-0] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB Matrix-SH 1.00 0.64 0.41 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.25 -0.36 -0.15 (loc) 9-10 9-10 1 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 133 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E *Except* 4-5,3-4: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-3-7 oc bracing. WEBS 1 Row at midpt 6-10, 2-10 REACTIONS. (size)7=0-5-8, 1=0-5-8 Max Horz 7=-573(LC 42) Max Uplift 7=-1400(LC 43), 1=-1330(LC 40) Max Grav 7=1968(LC 26), 1=1862(LC 27) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-2568/1745, 6-7=-4141/3013, 1-2=-4168/3042, 2-4=-2567/1741 BOT CHORD 1-11=-2717/3498, 10-11=-2381/3498, 9-10=-2491/3444, 7-9=-2491/3444 WEBS 6-9=0/302, 4-10=-244/905, 2-11=0/304, 6-10=-1196/659, 2-10=-1245/660 NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 13-0-0, Exterior(2) 13-0-0 to 19-0-0, Interior(1) 19-0-0 to 30-4-0, Exterior(2) 30-4-0 to 33-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1400 lb uplift at joint 7 and 1330 lb uplift at joint 1. 8) This truss has been designed for a total drag load of 3700 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1850.0 plf. December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss A05 Truss Type GABLE Qty 1 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719180 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:51 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-EXsolfktf90wU6OGiwu6F2bfGGMdSsT98Lfjthy8yTM Scale = 1:54.4 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 48 4950 51 3x6 3x6 3x6 3x6 3x6 3x6 1-0-8 1-4-0 1-4-0 4-0-0 32-0-0 32-0-0 16-0-0 16-0-0 32-0-0 16-0-0 33-4-0 1-4-0 0- 4 - 1 7- 0 - 1 0- 4 - 1 5.00 12 Plate Offsets (X,Y)-- [1:0-3-0,Edge], [13:0-3-0,Edge], [25:0-3-0,Edge] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.23 0.20 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.01 0.03 (loc) 26 26 33 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 193 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.2 *Except* 18-26,1-8: 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E OTHERS 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 32-0-0. (lb) - Max Horz 1=-202(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 36, 35, 34, 33, 32, 31, 30, 29, 28, 38, 39, 40, 41, 42, 43, 44, 45, 46 except 13=-134(LC 54), 25=-743(LC 35), 1=-529(LC 42), 27=-163(LC 42), 47=-194(LC 41) Max Grav All reactions 250 lb or less at joint(s) 36, 35, 34, 33, 32, 31, 30, 29, 28, 38, 39, 40, 41, 42, 43, 44, 45, 46 except 13=327(LC 43), 25=713(LC 52), 1=533(LC 49), 27=281(LC 1), 47=334(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-14=-253/540, 14-15=-375/635, 15-16=-492/714, 16-17=-609/795, 17-19=-727/876, 19-20=-844/957, 20-21=-961/1042, 21-22=-1079/1139, 22-23=-1193/1226, 23-24=-1332/1339, 24-25=-1701/1607, 1-2=-1407/1308, 2-3=-1033/1042, 3-4=-884/928, 4-5=-752/842, 5-6=-609/745, 6-7=-466/648, 7-9=-340/551, 9-10=-222/455, 10-11=-105/358, 11-12=-130/419, 12-13=-191/486 BOT CHORD 1-47=-1121/1275, 46-47=-1121/1275, 45-46=-1121/1275, 44-45=-1121/1275, 43-44=-1121/1275, 42-43=-1121/1275, 41-42=-1121/1275, 40-41=-964/1118, 39-40=-806/960, 38-39=-649/802, 36-38=-491/645, 35-36=-334/487, 34-35=-176/330, 33-34=-139/293, 32-33=-297/451, 31-32=-454/608, 30-31=-612/766, 29-30=-770/923, 28-29=-911/1081, 27-28=-1085/1238, 25-27=-1479/1632 WEBS 2-47=-250/307 NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-0-0 to 3-0-0, Exterior(2) 3-0-0 to 13-0-0, Corner(3) 13-0-0 to 19-0-0, Exterior(2) 19-0-0 to 30-4-0 , Corner(3) 30-4-0 to 33-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc.Continued on page 2 December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss A05 Truss Type GABLE Qty 1 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719180 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:52 2020 Page 2 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-ikQAy?lVQT8n5FzSGdQLnF7q0gisBJjIN?OGP7y8yTL NOTES- 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 36, 35, 34, 33, 32, 31, 30, 29, 28, 38, 39, 40, 41, 42, 43, 44, 45, 46 except (jt=lb) 13=134, 25=743, 1=529, 27=163, 47=194. 12) This truss has been designed for a total drag load of 2600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-0-0 for 118.2 plf. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss B01D Truss Type COMMON Qty 1 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719181 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:53 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-Aw_ZALm8BmGejPYfqLxaKTgzJ4wnwjDScf8qxZy8yTK Scale = 1:34.4 1 2 3 4 5 6 7 8 9 10 11 12 4x4 3x6 3x6 5x8 2x4 2x4 10-0-0 10-0-0 20-0-0 10-0-0 -1-4-0 1-4-0 5-5-5 5-5-5 10-0-0 4-6-11 14-6-11 4-6-11 20-0-0 5-5-5 0- 4 - 1 4- 6 - 1 0- 4 - 1 5.00 12 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [6:0-0-10,Edge], [7:0-4-0,0-3-0] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.33 0.73 0.26 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.31 0.05 (loc) 2-7 6-7 6 l/defl >999 >764 n/a L/d 240 180 n/a PLATES MT20 Weight: 77 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. REACTIONS. (size)6=0-3-8, 2=0-3-8 Max Horz 2=137(LC 12) Max Uplift 6=-554(LC 43), 2=-622(LC 40) Max Grav 6=954(LC 26), 2=1069(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1908/1170, 3-4=-1335/678, 4-5=-1336/673, 5-6=-1920/1185 BOT CHORD 2-7=-1123/1728, 6-7=-1030/1707 WEBS 4-7=-180/635, 5-7=-644/416, 3-7=-594/402 NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 7-0-0, Exterior(2) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 16-10-4 , Exterior(2) 16-10-4 to 19-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=554, 2=622. 8) This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 50.0 plf. December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss B02 Truss Type Common Qty 10 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719182 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:54 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-e6YxNhnmy4OVLZ7rN2SpsgD9MUG6fAabqJtNT0y8yTJ Scale = 1:36.3 1 2 3 4 5 6 7 8 9 10 11 12 4x4 3x6 5x8 2x4 2x4 3x6 10-0-0 10-0-0 20-0-0 10-0-0 -1-4-0 1-4-0 5-5-5 5-5-5 10-0-0 4-6-11 14-6-11 4-6-11 20-0-0 5-5-5 21-4-0 1-4-0 0- 4 - 1 4- 6 - 1 0- 4 - 1 5.00 12 Plate Offsets (X,Y)-- [8:0-4-0,0-3-0] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.31 0.73 0.26 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.30 0.05 (loc) 6-8 6-8 6 l/defl >999 >783 n/a L/d 240 180 n/a PLATES MT20 Weight: 79 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-10-15 oc bracing. REACTIONS. (size)2=0-3-8, 6=0-3-8 Max Horz 2=123(LC 16) Max Uplift 2=-408(LC 12), 6=-408(LC 13) Max Grav 2=1064(LC 1), 6=1064(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1829/718, 3-4=-1322/534, 4-5=-1322/534, 5-6=-1829/718 BOT CHORD 2-8=-621/1612, 6-8=-526/1612 WEBS 4-8=-149/621, 5-8=-623/395, 3-8=-623/394 NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 7-0-0, Exterior(2) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 18-4-0, Exterior(2) 18-4-0 to 21-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=408, 6=408. December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss B03 Truss Type GABLE Qty 1 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719183 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:55 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-6J6Jb1nOjOWMyji1xmz2PulMGtl3OhIl3zdw0Sy8yTI Scale = 1:36.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 26 25 24 23 22 21 20 19 18 17 16 27 28 29 30 3x6 3x6 3x6 3x6 1-0-8 4-0-0 20-0-0 20-0-0 -1-4-0 1-4-0 10-0-0 10-0-0 20-0-0 10-0-0 21-4-0 1-4-0 0- 4 - 1 4- 6 - 1 0- 4 - 1 5.00 12 Plate Offsets (X,Y)-- [8:0-3-0,Edge] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.17 0.11 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 15 15 14 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 95 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 20-0-0. (lb) - Max Horz 2=123(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 22, 23, 24, 25, 20, 19, 18, 17 except 2=-125(LC 8), 14=-131(LC 9), 26=-199(LC 12), 16=-198(LC 13) Max Grav All reactions 250 lb or less at joint(s) 8, 22, 23, 24, 25, 20, 19, 18, 17 except 2=287(LC 18), 14=287(LC 18), 26=368(LC 1), 16=368(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-64/250, 7-8=-70/290, 8-9=-70/290, 9-10=-64/250 WEBS 3-26=-286/250, 13-16=-286/250 NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-4-0 to 1-8-0, Exterior(2) 1-8-0 to 7-0-0, Corner(3) 7-0-0 to 13-0-0, Exterior(2) 13-0-0 to 18-4-0, Corner(3) 18-4-0 to 21-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 23, 24, 25, 20, 19, 18, 17 except (jt=lb) 2=125, 14=131, 26=199, 16=198. December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss HRA Truss Type RAFTER Qty 2 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719184 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:57 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-3hD3?ipeF?m4C1sQ3B?WUJraChSAsbK2WH614Ky8yTG Scale = 1:19.9 1 2 3 4 5 6 3x6 5x8 3x6 3x6 3x6 3x6 2-4-2 8-4-5 8-4-5 -2-3-0 2-3-0 8-4-5 8-4-5 0- 4 - 1 2- 9 - 1 0 0- 4 - 1 2- 1 - 1 4 3.54 12 Plate Offsets (X,Y)-- [2:0-1-11,Edge] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.65 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.19 -0.24 -0.00 (loc) 2-3 2-3 3 l/defl >536 >426 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E *Except* 2-3: 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-7-6 Max Horz 2=193(LC 6) Max Uplift 3=-266(LC 10), 2=-402(LC 6) Max Grav 3=399(LC 16), 2=574(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=266, 2=402. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 lb down and 22 lb up at 2-9-12, 119 lb down and 27 lb up at 2-9-12, and 98 lb down and 98 lb up at 5-7-8, and 83 lb down and 88 lb up at 5-7-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80 Concentrated Loads (lb) Vert: 6=-63(F=-24, B=-39) December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss J01 Truss Type JACK-OPEN GIRDER Qty 2 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719185 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:59 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-?4LqQOqunc0oRK0oAc2_Zkw?HV3QKVqK_ab89Dy8yTE Scale = 1:13.7 1 2 5 3 6 7 4 3x4 1-10-15 1-10-15 1-11-11 0-0-12 6-0-0 4-0-5 -1-4-0 1-4-0 1-10-15 1-10-15 6-0-0 4-1-1 0- 4 - 1 1- 1 - 1 0 0- 3 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2015/TPI2014 CSI. TC BC WB Matrix-P 0.36 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.08 -0.10 -0.00 (loc) 2-4 2-4 3 l/defl >854 >683 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=76(LC 10) Max Uplift 3=-89(LC 16), 2=-208(LC 6), 4=-55(LC 6) Max Grav 3=28(LC 24), 2=386(LC 16), 4=103(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) 3, 4 except (jt=lb) 2=208. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 lb down and 33 lb up at 1-10-3 on top chord, and 6 lb down and 28 lb up at 2-0-12, and 6 lb down and 28 lb up at 4-0-12 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: 1-3=-80, 2-4=-16 Concentrated Loads (lb) Vert: 3=-5(F) December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss J02 Truss Type Jack-Open Qty 2 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719186 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:23:59 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-?4LqQOqunc0oRK0oAc2_Zkw00V1BKVqK_ab89Dy8yTE Scale = 1:13.7 1 2 5 3 4 3x4 3-10-15 3-10-15 6-0-0 2-1-1 -1-4-0 1-4-0 3-10-15 3-10-15 6-0-0 2-1-1 0- 4 - 1 1- 1 1 - 1 0 0- 3 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB Matrix-P 0.31 0.48 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.16 0.13 -0.00 (loc) 2-4 2-4 3 l/defl >429 >515 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=126(LC 12) Max Uplift 3=-100(LC 12), 2=-210(LC 8), 4=-55(LC 8) Max Grav 3=137(LC 19), 2=350(LC 19), 4=103(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) 4 except (jt=lb) 3=100, 2=210. December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss J03 Truss Type Jack-Open Qty 11 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719187 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:24:00 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-TGvCekrXYw8f3Ua?kJZD6xT4TuNQ3y3UDEKhhfy8yTD Scale = 1:17.0 1 2 5 3 4 3x4 6-0-0 6-0-0 -1-4-0 1-4-0 6-0-0 6-0-0 0- 4 - 1 2- 1 0 - 1 5.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB Matrix-P 0.71 0.48 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.16 0.13 -0.00 (loc) 2-4 2-4 3 l/defl >429 >515 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=179(LC 12) Max Uplift 3=-171(LC 12), 2=-231(LC 8), 4=-55(LC 8) Max Grav 3=254(LC 19), 2=432(LC 19), 4=103(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) 4 except (jt=lb) 3=171, 2=231. December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss S01 Truss Type JACK-OPEN Qty 2 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719188 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:24:00 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-TGvCekrXYw8f3Ua?kJZD6xTCsuU93y3UDEKhhfy8yTD Scale = 1:8.7 1 2 5 3 4 3x4 2-0-0 2-0-0 -1-4-0 1-4-0 1-10-15 1-10-15 2-0-0 0-1-1 0- 4 - 1 1- 1 - 1 0 0- 3 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB Matrix-P 0.24 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 2 2-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=Mechanical, 3=Mechanical Max Horz 2=77(LC 12) Max Uplift 2=-152(LC 8), 4=-19(LC 8), 3=-53(LC 18) Max Grav 2=299(LC 18), 4=35(LC 5), 3=37(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) 4, 3 except (jt=lb) 2=152. December 15,2020 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2568879 Truss S02 Truss Type JACK-OPEN Qty 2 Ply 1 Hiline Poulsbo - 1003-1585 Latham - Plan 1248 Job Reference (optional) K8719189 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 14 19:24:01 2020 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:0P3E8hnsYu0BC54fne4cnVyj1LJ-xTTar4s9JEGVhe9BI04Se9?NQIpOoPJdRu4FD6y8yTC Scale = 1:13.0 1 2 5 3 43x4 2-0-0 2-0-0 -1-4-0 1-4-0 2-0-0 2-0-0 3-10-15 1-10-15 0- 4 - 1 1- 1 1 - 1 0 0- 4 - 2 1- 7 - 8 1- 1 1 - 1 0 5.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB Matrix-P 0.25 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 2 2-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=126(LC 12) Max Uplift 3=-108(LC 12), 2=-162(LC 8), 4=-19(LC 8) Max Grav 3=152(LC 19), 2=306(LC 19), 4=35(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph Vasd=111mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) 4 except (jt=lb) 3=108, 2=162. December 15,2020 P R O D U C T C O D E A P P R O V A L S L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . 2 1 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c o r o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 5 / 1 9 / 2 0 2 0 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s . d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s