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2019.0509 K7069702.2182230
250 Klug Circle Corona, CA 92880 951-245-9525 MiTek USA, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Arlington, WA). December 16,2019 Zhao, Xiaoming Pages or sheets covered by this seal: K7069702 thru K7069714 My license renewal date for the state of Washington is September 28, 2021. 2182230 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. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss A01 Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) K7069702 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:14 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-88YS3ThRBohSwC21a2yaOxlkVwlK3w_NjNemzty8P_N Scale = 1:68.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 44 45 3x8 3x8 3x8 3x6 3x8 3x6 39-8-14 39-8-14 -1-6-0 1-6-0 20-0-0 20-0-0 39-8-14 19-8-14 0-4-38-8-30-5-85.00 12 Plate Offsets (X,Y)-- [13:0-4-0,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.26 0.12 0.19 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.01 0.01 (loc) 1 1 24 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 199 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF 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.All bearings 39-8-14. (lb) - Max Horz 2=114(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 36, 37, 38, 39, 40, 41, 42, 43, 32, 31, 30, 29, 28, 27, 26, 25 Max Grav All reactions 250 lb or less at joint(s) 35, 33, 36, 38, 39, 40, 41, 42, 32, 30, 29, 28, 27, 24, 26 except 2=287(LC 16), 37=258(LC 17), 43=308(LC 1), 31=262(LC 18), 25=327(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 36, 37, 38, 39, 40, 41, 42, 43, 32, 31, 30, 29, 28, 27, 26, 25. December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss A02 Truss Type Common Qty 5 Ply 1 Job Reference (optional) K7069703 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:15 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-cL6qGph3y6qJYMdD7mTpx9Io3Jt_oLPWx1OJVKy8P_M Scale = 1:67.7 1 2 3 4 5 6 7 8 9 10 13 12 1114151617 3x8 5x8 3x8 3x8 5x8 3x4 3x4 2x4 3x4 3x4 2x4 4x6 10-3-12 10-3-12 20-0-0 9-8-4 29-8-4 9-8-4 39-8-14 10-0-10 -1-6-0 1-6-0 7-0-15 7-0-15 13-6-8 6-5-8 20-0-0 6-5-8 26-5-8 6-5-8 32-11-1 6-5-8 39-8-14 6-9-13 0-4-38-8-30-5-85.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-1-8], [12:0-4-0,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.72 0.99 0.38 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.37 -0.65 0.20 (loc) 12-13 12-13 10 l/defl >999 >730 n/a L/d 240 180 n/a PLATES MT20 Weight: 161 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-12, 5-12 REACTIONS.(lb/size)2=1820/0-5-8, 10=1694/Mechanical Max Horz 2=114(LC 14) Max Uplift 2=-71(LC 10), 10=-50(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3629/122, 3-5=-3251/95, 5-6=-2282/86, 6-7=-2282/86, 7-9=-3249/99, 9-10=-3602/127 BOT CHORD 2-13=-155/3248, 12-13=-61/2657, 11-12=0/2654, 10-11=-60/3238 WEBS 6-12=0/1266, 7-12=-997/144, 7-11=0/530, 9-11=-428/134, 5-12=-993/142, 5-13=0/537, 3-13=-437/132 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss A03 Truss Type Common Qty 4 Ply 1 Job Reference (optional) K7069704 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:16 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-4XgCU9ihiPy9AWCPhT_2UMr_gjDgXodgAh7t2my8P_L Scale = 1:68.9 1 2 3 4 5 6 7 8 9 10 11 14 13 1215161718 3x8 5x8 3x8 3x8 5x8 3x4 3x4 2x4 3x4 3x4 2x4 3x8 10-3-12 10-3-12 20-0-0 9-8-4 29-8-4 9-8-4 40-0-0 10-3-12 -1-6-0 1-6-0 7-0-15 7-0-15 13-6-8 6-5-8 20-0-0 6-5-8 26-5-8 6-5-8 32-11-1 6-5-8 40-0-0 7-0-15 41-6-0 1-6-0 0-4-38-8-30-4-35.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-1-8], [10:0-4-4,0-1-8], [13:0-4-0,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.67 0.96 0.38 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.38 -0.65 0.21 (loc) 13-14 13-14 10 l/defl >999 >730 n/a L/d 240 180 n/a PLATES MT20 Weight: 164 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-13, 5-13 REACTIONS.(lb/size)2=1821/0-5-8, 10=1821/0-5-8 Max Horz 2=-107(LC 11) Max Uplift 2=-71(LC 10), 10=-71(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3632/122, 3-5=-3255/95, 5-6=-2286/85, 6-7=-2286/85, 7-9=-3255/95, 9-10=-3632/122 BOT CHORD 2-14=-148/3251, 13-14=-54/2660, 12-13=0/2660, 10-12=-41/3251 WEBS 6-13=0/1270, 7-13=-1001/142, 7-12=0/537, 9-12=-437/132, 5-13=-1001/142, 5-14=0/537, 3-14=-437/132 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss A04 Truss Type Common Qty 2 Ply 1 Job Reference (optional) K7069705 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:17 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-YjEahVjKTj40ngncFAVH0aN997YtGFwpPLtQaCy8P_K Scale = 1:67.5 1 2 3 4 5 6 7 8 9 10 13 12 1114151617 3x8 5x8 3x8 3x8 5x8 3x4 3x4 2x4 3x4 3x4 2x4 4x6 10-3-12 10-3-12 20-0-0 9-8-4 29-8-4 9-8-4 39-7-4 9-11-0 -1-6-0 1-6-0 7-0-15 7-0-15 13-6-8 6-5-8 20-0-0 6-5-8 26-5-8 6-5-8 32-11-1 6-5-8 39-7-4 6-8-3 0-4-38-8-30-6-35.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-1-8], [10:0-0-0,0-1-3], [12:0-4-0,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.68 0.97 0.37 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.37 -0.64 0.20 (loc) 12-13 12-13 10 l/defl >999 >737 n/a L/d 240 180 n/a PLATES MT20 Weight: 162 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-12, 5-12 REACTIONS.(lb/size)2=1814/0-5-8, 10=1688/Mechanical Max Horz 2=114(LC 10) Max Uplift 2=-71(LC 10), 10=-49(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3614/122, 3-5=-3237/96, 5-6=-2267/86, 6-7=-2267/86, 7-9=-3204/98, 9-10=-3540/124 BOT CHORD 2-13=-155/3234, 12-13=-62/2643, 11-12=0/2627, 10-11=-57/3171 WEBS 6-12=0/1256, 7-12=-980/143, 7-11=0/510, 9-11=-394/132, 5-12=-992/142, 5-13=0/537, 3-13=-437/132 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss A05 Truss Type Roof Special Qty 8 Ply 1 Job Reference (optional) K7069706 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:18 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-0vozurkyE1CtPqMopu0WZnwGaXu_?Ynze?cz6fy8P_J Scale = 1:68.7 1 2 3 4 5 6 7 8 9 10 1116 15 14 13 12 17 18 19 3x8 5x8 3x8 4x12 7x10 MT18HS 4x8 3x4 3x4 6x10 2x4 3x10 3x4 4x6 2x4 7x14 MT18HS 7-10-8 7-10-8 15-3-8 7-5-0 20-0-0 4-8-8 29-8-4 9-8-4 39-7-4 9-11-0 -1-6-0 1-6-0 7-10-8 7-10-8 8-0-10 0-2-2 13-6-8 5-5-14 15-3-8 1-9-0 20-0-0 4-8-8 26-5-8 6-5-8 32-11-1 6-5-8 39-7-4 6-8-3 0-4-38-8-30-6-31-6-95.00 12 2.50 12 Plate Offsets (X,Y)-- [2:0-0-11,Edge], [11:0-0-0,0-1-3], [15:0-4-0,0-2-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.90 0.97 0.97 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.64 -1.16 0.51 (loc) 15-16 15-16 11 l/defl >734 >407 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 172 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E *Except* 1-5: 2x4 HF No.2 BOT CHORD 2x4 DF 1800F 1.6E *Except* 13-15,11-13: 2x4 HF No.2 WEBS 2x4 HF No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 10-0-0 oc bracing: 14-15. WEBS 1 Row at midpt 8-14, 6-14 2 Rows at 1/3 pts 4-15 REACTIONS.(lb/size)2=1814/0-5-8, 11=1688/Mechanical Max Horz 2=114(LC 10) Max Uplift 2=-71(LC 10), 11=-49(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6228/261, 3-4=-6394/221, 4-6=-2787/88, 6-7=-2242/90, 7-8=-2261/88, 8-10=-3206/97, 10-11=-3541/123 BOT CHORD 2-16=-314/5700, 15-16=-245/6024, 14-15=-31/2476, 12-14=0/2629, 11-12=-56/3171 WEBS 8-12=0/522, 4-16=-40/2486, 4-15=-3731/222, 10-12=-390/132, 7-14=-25/1352, 8-14=-987/141, 6-14=-989/130, 6-15=0/396, 3-16=0/353 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9) Refer to girder(s) for truss to truss connections. 10) 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss A06 Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) K7069707 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:19 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-V6ML6Bka?KKk1zx_MbXl5?TZMxQ5kBD6sfMXe5y8P_I Scale = 1:69.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 43 3x8 3x8 3x8 3x6 5x8 3x8 3x8 3x6 7-10-8 7-10-8 15-3-8 7-5-0 39-7-4 24-3-12 -1-6-0 1-6-0 20-0-0 20-0-0 39-7-4 19-7-4 0-4-38-8-30-6-31-6-95.00 12 2.50 12 Plate Offsets (X,Y)-- [12:0-4-0,Edge], [30:0-3-12,0-1-8], [37:0-4-0,0-0-13] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.38 0.21 0.19 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.03 0.01 (loc) 1 1 23 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 192 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF 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, Except: 6-0-0 oc bracing: 41-42. REACTIONS.All bearings 39-7-4. (lb) - Max Horz 2=114(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 41, 37, 35, 36, 38, 39, 40, 42, 32, 31, 29, 28, 27, 26, 25, 24 Max Grav All reactions 250 lb or less at joint(s) 41, 37, 34, 33, 35, 38, 39, 40, 32, 29, 28, 27, 26, 25, 23 except 2=336(LC 17), 36=252(LC 17), 42=527(LC 17), 31=261(LC 18), 24=315(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-42=-398/111 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 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, with BCDL = 8.0psf. 11) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 41, 37, 35, 36, 38, 39, 40, 42, 32, 31, 29, 28, 27, 26, 25, 24. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 41, 38, 39, 40, 42. December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss B01 Truss Type Common Structural Gable Qty 1 Ply 1 Job Reference (optional) K7069708 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:20 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-zIvjJXlCmeSbe7WBwJ3_eC?lgKiSTeoG5J54BXy8P_H Scale = 1:39.5 1 2 3 4 5 6 7 14 13 11 9 8 23 24 12 10 4x8 3x4 3x4 3x4 3x4 3x6 3x6 3x8 3x6 3x6 6-2-0 6-2-0 10-0-0 3-10-0 13-10-0 3-10-0 20-0-0 6-2-0 -1-6-0 1-6-0 5-3-4 5-3-4 10-0-0 4-8-12 14-8-12 4-8-12 20-0-0 5-3-4 21-6-0 1-6-0 0-4-35-2-35-0-45-4-30-4-36.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.28 0.46 0.24 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.07 0.03 (loc) 11 11 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 97 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 6-5-8 except (jt=length) 12=0-3-8, 10=0-3-8. (lb) - Max Horz 2=67(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 6 except 13=-487(LC 1), 9=-487(LC 1) Max Grav All reactions 250 lb or less at joint(s) 13, 14, 9, 8 except 2=780(LC 1), 6=780(LC 1), 12=562(LC 1), 10=562(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1166/141, 3-4=-789/107, 4-5=-789/103, 5-6=-1166/146 BOT CHORD 2-14=-128/968, 13-14=-128/968, 12-13=-128/968, 11-12=-128/968, 10-11=-65/968, 9-10=-65/968, 8-9=-65/968, 6-8=-65/968 WEBS 4-11=-33/282, 5-11=-422/128, 3-11=-422/128 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb) 13=487, 9=487. December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss B02 Truss Type FINK Qty 1 Ply 3 Job Reference (optional) K7069709 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:22 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-vh1TkCnSIFiJuRfZ2k5Sjd5xV8JaxTBYYdaBFQy8P_F Scale = 1:34.5 1 2 3 4 5 6 9 8 7 18 19 10 11 12 13 14 15 16 17 4x8 6x6 6x6 8x8 2x4 8x8 2x4 4x8 6-11-8 6-11-8 13-0-8 6-1-1 20-0-0 6-11-8 5-5-4 5-5-4 10-0-0 4-6-12 14-6-12 4-6-12 20-0-0 5-5-4 21-6-0 1-6-0 0-4-35-4-30-4-36.00 12 Plate Offsets (X,Y)-- [1:0-4-0,0-1-15], [5:0-4-0,0-1-15], [7:0-4-0,0-4-12], [9:0-4-0,0-4-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.90 0.80 0.50 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.33 0.05 (loc) 1-9 1-9 5 l/defl >999 >715 n/a L/d 240 180 n/a PLATES MT20 Weight: 270 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=9996/0-5-8, 5=8533/0-5-8 Max Horz 1=-78(LC 29) Max Uplift 1=-338(LC 10), 5=-310(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-14066/495, 2-3=-13899/512, 3-4=-13867/505, 4-5=-14034/488 BOT CHORD 1-9=-443/12493, 7-9=-247/8649, 5-7=-368/12464 WEBS 2-9=-309/127, 3-9=-271/7144, 3-7=-264/7078, 4-7=-292/125 NOTES- 1) 3-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. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=338, 5=310. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1681 lb down and 56 lb up at 0-2-12, 1672 lb down and 65 lb up at 2-0-12, 1672 lb down and 65 lb up at 4-0-12, 1672 lb down and 65 lb up at 6-0-12, 1672 lb down and 65 lb up at 8-0-12, 1672 lb down and 65 lb up at 10-0-12, 1672 lb down and 65 lb up at 12-0-12, 1672 lb down and 65 lb up at 14-0-12, and 1672 lb down and 65 lb up at 16-0-12, and 1672 lb down and 65 lb up at 18-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss B02 Truss Type FINK Qty 1 Ply 3 Job Reference (optional) K7069709 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:22 2019 Page 2 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-vh1TkCnSIFiJuRfZ2k5Sjd5xV8JaxTBYYdaBFQy8P_F LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-16, 1-3=-70, 3-6=-70 Concentrated Loads (lb) Vert: 1=-1681(B) 8=-1672(B) 10=-1672(B) 11=-1672(B) 12=-1672(B) 13=-1672(B) 14=-1672(B) 15=-1672(B) 16=-1672(B) 17=-1672(B) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss C01 Truss Type Common Supported Gable Qty 1 Ply 1 Job Reference (optional) K7069710 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:22 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-vh1TkCnSIFiJuRfZ2k5Sjd55Q8UBxaRYYdaBFQy8P_F Scale: 1/2"=1' 1 2 3 4 5 6 7 10 9 8 11 12 4x4 3x6 3x6 2x4 2x4 2x4 2x4 2x4 12-0-0 12-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 12-0-0 6-0-0 13-6-0 1-6-0 0-4-33-4-30-4-36.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.27 0.13 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.01 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF 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.All bearings 12-0-0. (lb) - Max Horz 2=-45(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 9 except 2=285(LC 16), 6=285(LC 16), 10=349(LC 17), 8=349(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-279/76, 5-8=-279/75 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8. December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss C02 Truss Type Common Girder Qty 1 Ply 2 Job Reference (optional) K7069711 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:24 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-r39E9uojqty17lpy997wo2APXy2PPOXr0x3IKIy8P_D Scale = 1:21.6 1 2 3 4 5 6 8 7 9 10 11 12 5x8 4x8 4x8 8x8 2x4 8x8 2x4 3-11-4 3-11-4 8-0-12 4-1-8 12-0-0 3-11-4 -1-6-0 1-6-0 3-5-4 3-5-4 6-0-0 2-6-12 8-6-12 2-6-12 12-0-0 3-5-4 0-4-33-4-30-4-36.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-1-15], [6:0-4-0,0-1-15], [7:0-4-0,0-4-12], [8:0-4-0,0-4-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.42 0.53 0.45 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.17 0.03 (loc) 7-8 7-8 6 l/defl >999 >811 n/a L/d 240 180 n/a PLATES MT20 Weight: 109 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=4709/0-5-8, 2=4793/0-5-8 Max Horz 2=54(LC 28) Max Uplift 6=-162(LC 11), 2=-183(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8138/273, 3-4=-8031/295, 4-5=-8062/307, 5-6=-8167/285 BOT CHORD 2-8=-246/7168, 7-8=-139/4795, 6-7=-222/7197 WEBS 4-7=-167/4240, 4-8=-156/4183 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. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 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=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=162, 2=183. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1678 lb down and 66 lb up at 2-0-12, 1678 lb down and 66 lb up at 4-0-12, 1678 lb down and 66 lb up at 6-0-12, and 1678 lb down and 66 lb up at 8-0-12, and 1678 lb down and 66 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss C02 Truss Type Common Girder Qty 1 Ply 2 Job Reference (optional) K7069711 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:24 2019 Page 2 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-r39E9uojqty17lpy997wo2APXy2PPOXr0x3IKIy8P_D LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 2-6=-16 Concentrated Loads (lb) Vert: 7=-1678(B) 8=-1678(B) 10=-1678(B) 11=-1678(B) 12=-1678(B) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss J01 Truss Type Jack-Open Structural Gable Qty 2 Ply 1 Job Reference (optional) K7069712 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:24 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-r39E9uojqty17lpy997wo2AMHy6fPUUr0x3IKIy8P_D Scale = 1:14.7 1 2 3 4 7 2x4 2x4 3x4 2x4 2x4 5-11-8 5-11-8 -1-6-0 1-6-0 5-11-8 5-11-8 0-3-152-3-124.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.63 0.32 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.12 -0.00 (loc) 2-4 2-4 4 l/defl >999 >567 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=227/Mechanical, 2=376/0-3-8 Max Horz 2=66(LC 7) Max Uplift 4=-19(LC 10), 2=-60(LC 6) Max Grav 4=260(LC 17), 2=388(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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) 4, 2. December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss J02 Truss Type Jack-Open Qty 5 Ply 1 Job Reference (optional) K7069713 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:25 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-JGjcMEpLbA4uluO8jse9LGjXOLRk8xk?Faprsly8P_C Scale = 1:14.2 1 2 5 3 43x4 5-11-8 5-11-8 -1-6-0 1-6-0 5-11-8 5-11-8 0-3-152-3-124.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.60 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.13 -0.00 (loc) 2-4 2-4 3 l/defl >977 >543 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=178/0-5-8, 2=374/0-3-8, 4=46/Mechanical Max Horz 2=71(LC 6) Max Uplift 3=-50(LC 10), 2=-55(LC 6) Max Grav 3=210(LC 17), 2=386(LC 17), 4=104(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. December 16,2019 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job 2182230 Truss J03 Truss Type Jack-Open Qty 5 Ply 1 Job Reference (optional) K7069714 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 16 11:46:25 2019 Page 1 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:yzws_qs5aWgPgw7PG12L5Gy8Pd8-JGjcMEpLbA4uluO8jse9LGjScLN58xk?Faprsly8P_C Scale = 1:17.5 1 2 5 3 4 3x4 7-11-8 7-11-8 -1-6-0 1-6-0 7-11-8 7-11-8 0-3-152-11-124.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.91 0.62 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.42 -0.00 (loc) 2-4 2-4 3 l/defl >399 >222 n/a L/d 240 180 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=253/0-5-8, 2=455/0-3-8, 4=62/Mechanical Max Horz 2=89(LC 6) Max Uplift 3=-69(LC 10), 2=-56(LC 6) Max Grav 3=306(LC 17), 2=474(LC 17), 4=140(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. December 16,2019 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths