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HomeMy WebLinkAboutP_Truss_Engineering_190710_v3250 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 Roof Truss Supply. May 7,2019 Zhao, Xiaoming Pages or sheets covered by this seal: K6078963 thru K6078977 My license renewal date for the state of Washington is September 28, 2019. B-19-00210-A Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. IMPORTANT NOTE: Roof 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss A1 Truss Type Common Supported Gable Qty 1 Ply 1 Roof Job Reference (optional) K6078963 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:39 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-MeWDxBv4C3ZRfQgs7sgKZdON5kQZFguEhki29EzIw6g Scale = 1:29.0 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 4x5 4x5 4x5 12-0-012-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 12-0-0 6-0-0 13-6-0 1-6-0 0-7-34-7-30-7-38.00 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-7], [2:0-0-9,0-4-5], [10:0-0-4,0-0-7], [10:0-0-9,0-4-5] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-S 0.27 0.11 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 57 lb FT = 10% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud/Std WEDGE Left: 2x4 HF No.2, Right: 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 6-0-0 oc bracing. REACTIONS.All bearings 12-0-0. (lb) - Max Horz 2=71(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 15, 16, 17, 18, 14, 13, 12 except 2=300(LC 16), 10=300(LC 16) 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=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -1-6-0 to 1-6-0, Exterior(2) 1-6-0 to 6-0-0, Corner(3) 6-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-6-0 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=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are 1.5x4 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) 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, 10, 16, 17, 18, 14, 13, 12. May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss A2 Truss Type Common Qty 1 Ply 1 Roof Job Reference (optional) K6078964 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:40 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-qr3b8XwizNhIHaF2haBZ6qxXQ8jr_6fOvORbhgzIw6f Scale = 1:30.1 1 2 3 4 5 6 13 14 15 16 4x5 4x5 1.5x4 4x5 6-0-06-0-0 12-0-06-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 12-0-0 6-0-0 13-6-0 1-6-0 0-7-34-7-30-7-38.00 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-7], [2:0-0-9,0-4-5], [4:0-0-4,0-0-7], [4:0-0-9,0-4-5] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-MS 0.36 0.30 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.02 -0.05 0.01 -0.02 (loc) 6-9 6-9 2 6-12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 41 lb FT = 10% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std WEDGE Left: 2x4 HF Stud/Std, Right: 2x4 HF Stud/Std 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.(lb/size)2=645/0-5-8, 4=645/0-5-8 Max Horz 2=71(LC 11) Max Uplift 2=-40(LC 12), 4=-40(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-605/63, 3-4=-605/63 BOT CHORD 2-6=0/414, 4-6=0/414 WEBS 3-6=0/264 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.00 3) 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. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss A3 Truss Type Common Girder Qty 1 Ply 2 Roof Job Reference (optional) K6078965 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:41 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-I1dzLtxKkgp9vkqEFHjof2Tf0Y0FjTCX82B9D7zIw6e Scale = 1:29.2 2 1 5 4 3 14 5x10 5x10 4x12 4x8 4x12 4-2-24-2-2 7-9-143-7-11 12-0-04-2-2 6-0-0 6-0-0 12-0-0 6-0-0 0-7-34-7-30-7-38.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-3-2], [1:0-0-0,0-9-13], [1:0-7-4,Edge], [3:0-0-0,0-3-2], [3:0-0-0,0-3-8], [3:0-7-4,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-MS 0.56 0.41 0.49 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.06 -0.10 0.01 0.02 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 122 lb FT = 10% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 HF No.2 WEDGE Left: 2x4 HF Stud/Std, Right: 2x4 HF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=3071/0-5-8, 3=6169/0-5-8 Max Horz 1=-99(LC 24) Max Uplift 1=-466(LC 27), 3=-523(LC 28) Max Grav 1=3119(LC 40), 3=6169(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4852/638, 2-3=-6349/666 BOT CHORD 1-5=-519/4004, 4-5=-251/3193, 3-4=-498/5200 WEBS 2-4=-186/4648, 2-5=-133/1747 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: 2x8 - 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=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.00 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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. 8) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=466, 3=523. 10) This truss has been designed for a total drag load of 100 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 100.0 plf. LOAD CASE(S) Standard Continued on page 2 May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss A3 Truss Type Common Girder Qty 1 Ply 2 Roof Job Reference (optional) K6078965 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:42 2019 Page 2 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-mDBMZDxyV_x0WuPRo?E1BF0qlxMUSwRhNiwilZzIw6d LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-8=-70, 2-12=-70, 1-14=-20, 3-14=-1096(F=-1076) 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss B1 Truss Type Common Supported Gable Qty 1 Ply 1 Roof Job Reference (optional) K6078966 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:44 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-jcJ6_vzD1bBkmCZpwQGVGg5Eql7twx3zq?PpqSzIw6b Scale = 1:31.3 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 4x5 4x5 4x5 13-2-013-2-0 -1-6-0 1-6-0 6-7-0 6-7-0 13-2-0 6-7-0 14-8-0 1-6-0 0-7-34-11-130-7-38.00 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-7], [2:0-0-9,0-4-5], [10:0-0-4,0-0-7], [10:0-0-9,0-4-5] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-S 0.27 0.10 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 63 lb FT = 10% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud/Std WEDGE Left: 2x4 HF No.2, Right: 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 6-0-0 oc bracing. REACTIONS.All bearings 13-2-0. (lb) - Max Horz 2=77(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 15, 16, 17, 18, 14, 13, 12 except 2=292(LC 16), 10=292(LC 16) 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=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -1-6-0 to 1-6-0, Exterior(2) 1-6-0 to 6-7-0, Corner(3) 6-7-0 to 9-7-0, Exterior(2) 9-7-0 to 14-8-0 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=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are 1.5x4 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) 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, 10, 16, 17, 18, 14, 13, 12. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss B2 Truss Type COMMON GIRDER Qty 1 Ply 2 Roof Job Reference (optional) K6078967 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:45 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-BotUBE_rovJbNL80U7nkpueJC9NPfGe73f9MMuzIw6a Scale: 3/8"=1' 2 1 5 4 37x10 7x10 3x10 MT20HS 5x8 3x10 MT20HS 4-6-134-6-13 8-7-34-0-6 13-2-04-6-13 6-7-0 6-7-0 13-2-0 6-7-0 0-7-34-11-130-7-38.00 12 Plate Offsets (X,Y)-- [1:0-2-10,0-1-12], [1:0-8-3,0-5-7], [3:0-2-10,0-1-12], [3:0-2-15,0-1-15], [4:0-6-8,0-1-8], [5:0-6-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-MS 0.67 0.46 0.52 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.07 -0.13 0.02 0.03 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS Weight: 140 lb FT = 10% GRIP 185/148 139/111 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x8 DF SS WEBS 2x4 HF No.2 WEDGE Left: 2x4 HF Stud/Std, Right: 2x4 HF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)1=7648/0-5-8, 3=7648/0-5-8 Max Horz 1=-104(LC 24) Max Uplift 1=-460(LC 27), 3=-460(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8561/634, 2-3=-8561/635 BOT CHORD 1-5=-513/7032, 4-5=-217/4873, 3-4=-469/7032 WEBS 2-4=-95/4985, 2-5=-95/4985 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: 2x8 - 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=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.00 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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 DF 2400F 2.0E crushing capacity of 670 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=460, 3=460. 11) This truss has been designed for a total drag load of 100 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-2-0 for 100.0 plf. LOAD CASE(S) Standard Continued on page 2 May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss B2 Truss Type COMMON GIRDER Qty 1 Ply 2 Roof Job Reference (optional) K6078967 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:45 2019 Page 2 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-BotUBE_rovJbNL80U7nkpueJC9NPfGe73f9MMuzIw6a LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-8=-70, 2-12=-70, 1-3=-1096(F=-1076) 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss C1 Truss Type GABLE Qty 1 Ply 1 Roof Job Reference (optional) K6078968 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:48 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-bNYdpG0j5qi9Eptb9FLRRWGuPMShsj0ZldN0zDzIw6X Scale = 1:65.9 1 2 3 4 5 6 7 8 9 10 11 12 24 23 22 21 20 19 18 17 16 15 14 13 25 44 45 46 47 48 49 10x14 5x12 10x14 4x5 10x14 3x8 10x14 4x5 3x8 4x5 3x10 3x10 4x5 6x8 6x8 2.5x4 2.5x4 14-0-06-8-06-8-10 6-8-10 11-7-4 4-10-10 18-9-0 7-1-12 25-10-12 7-1-12 30-9-6 4-10-10 37-3-0 6-5-10 -1-6-0 1-6-0 6-8-10 6-8-10 9-1-15 2-5-5 11-7-4 2-5-5 12-3-11 0-8-7 13-8-13 1-5-2 18-9-0 5-0-3 23-9-3 5-0-3 25-2-5 1-5-2 25-10-12 0-8-7 28-4-1 2-5-5 30-9-6 2-5-5 37-3-0 6-5-10 0-4-39-8-110-5-116.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-MS 0.36 0.24 0.16 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.01 (loc) 1 1 40 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 309 lb FT = 10% GRIP 185/148 LUMBER- TOP CHORD 2x12 HF No.2 *Except* 1-3,11-12: 2x4 HF No.2 BOT CHORD 2x8 DF SS *Except* 18-19: 2x12 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std 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. JOINTS 1 Brace at Jt(s): 25 REACTIONS.All bearings 37-3-0. (lb) - Max Horz 2=128(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 22, 24, 13 except 20=-657(LC 19), 23=-171(LC 20), 17=-658(LC 19), 14=-162(LC 21) Max Grav All reactions 250 lb or less at joint(s) 23, 14 except 2=414(LC 20), 19=1157(LC 3), 18=1175(LC 4), 15=699(LC 1), 22=714(LC 1), 12=295(LC 21), 21=331(LC 19), 24=351(LC 20), 16=331(LC 19), 13=344(LC 21), 12=291(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-379/59, 3-4=-337/120, 4-5=-635/154, 5-6=-809/228, 6-7=-494/136, 7-8=-485/136, 8-9=-829/228, 9-10=-628/155, 10-11=-351/123, 11-12=-397/54 BOT CHORD 2-24=0/272, 23-24=0/272, 22-23=0/272, 21-22=0/476, 20-21=0/476, 19-20=0/476, 18-19=0/577, 17-18=0/485, 16-17=0/485, 15-16=0/485, 14-15=0/277, 13-14=0/277, 12-13=0/277 WEBS 9-18=-700/120, 11-15=-314/140, 5-19=-678/120, 3-22=-317/122, 4-22=-397/30, 10-15=-386/27 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=37ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -1-6-0 to 2-2-11, Exterior(2) 2-2-11 to 18-9-0, Corner(3) 18-9-0 to 22-5-11, Exterior(2) 22-5-11 to 37-3-0 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=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss C1 Truss Type GABLE Qty 1 Ply 1 Roof Job Reference (optional) K6078968 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:48 2019 Page 2 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-bNYdpG0j5qi9Eptb9FLRRWGuPMShsj0ZldN0zDzIw6X NOTES- 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-25, 8-25; Wall dead load (5.0psf) on member(s).9-18, 5-19 13) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15, 22, 24, 13 except (jt=lb) 20=657, 23=171, 17=658 , 14=162. 15) Attic room checked for L/360 deflection. 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss C2 Truss Type Attic Qty 7 Ply 1 Roof Job Reference (optional) K6078969 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:49 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-3Z6?1c1Ls8q0szRnjzsgzkpvUmc5b_7i_H7aVfzIw6W Scale = 1:65.3 1 2 3 4 5 6 7 8 9 10 11 12 16 15 14 13 17 23 24 25 26 27 28 10x14 5x12 10x14 5x6 10x14 4x12 10x14 4x5 4x12 4x5 3x6 3x10 M18SHS 3x10 M18SHS 5x6 5x6 5x6 14-0-06-8-06-8-10 6-8-10 11-7-4 4-10-10 18-9-0 7-1-12 25-10-12 7-1-12 30-9-6 4-10-10 37-3-0 6-5-10 -1-6-0 1-6-0 6-8-10 6-8-10 9-1-15 2-5-5 11-7-4 2-5-5 12-3-11 0-8-7 13-8-13 1-5-2 18-9-0 5-0-3 23-9-3 5-0-3 25-2-5 1-5-2 25-10-12 0-8-7 28-4-1 2-5-5 30-9-6 2-5-5 37-3-0 6-5-10 0-4-39-8-110-5-116.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-0-1], [5:0-9-6,0-1-4], [9:0-9-6,0-1-4], [12:0-0-0,0-1-5], [14:0-7-0,Edge], [15:0-7-0,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-MS 0.98 0.99 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.40 -0.73 0.07 0.08 (loc) 14-15 14-15 12 14-15 l/defl >999 >608 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 282 lb FT = 10% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x12 HF No.2 *Except* 1-3,11-12: 2x4 HF No.2 BOT CHORD 2x8 DF SS *Except* 14-15: 2x12 HF No.2 WEBS 2x4 HF Stud/Std *Except* 9-14,5-15: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 14-15. WEBS 1 Row at midpt 6-17, 8-17 JOINTS 1 Brace at Jt(s): 17 REACTIONS.(lb/size)2=2055/0-5-8, 12=1928/Mechanical Max Horz 2=129(LC 13) Max Grav 2=2258(LC 23), 12=2151(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4190/0, 3-4=-4020/0, 4-5=-3965/0, 5-6=-3022/0, 6-7=0/538, 7-8=0/537, 8-9=-3020/0, 9-10=-3966/0, 10-11=-4039/0, 11-12=-4208/0 BOT CHORD 2-16=0/3764, 15-16=0/3838, 14-15=0/3159, 13-14=0/3762, 12-13=0/3691 WEBS 9-14=0/2207, 5-15=0/2201, 7-17=0/983, 6-17=-3938/0, 8-17=-3938/0, 4-16=-400/171, 4-15=-1451/0, 10-14=-1473/0, 10-13=-386/193 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 2-2-11, Interior(1) 2-2-11 to 18-9-0, Exterior(2) 18-9-0 to 22-5-11, Interior(1) 22-5-11 to 37-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-17, 8-17; Wall dead load (5.0psf) on member(s).9-14, 5-15 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 14-15 11) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 12) Refer to girder(s) for truss to truss connections. 13) Attic room checked for L/360 deflection. May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss C2A Truss Type Attic Qty 3 Ply 1 Roof Job Reference (optional) K6078970 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:50 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-XmgNEy2_dRytU70zGgNvWxL4EAyKKQNsDxs715zIw6V Scale = 1:65.3 1 2 3 4 5 6 7 8 9 10 11 12 16 15 14 13 17 23 24 25 26 27 28 10x14 5x12 10x14 5x6 10x14 4x12 10x14 4x5 4x12 4x5 3x6 3x10 M18SHS 3x10 M18SHS 5x6 5x6 5x6 14-0-06-8-06-8-10 6-8-10 11-7-4 4-10-10 18-9-0 7-1-12 25-10-12 7-1-12 30-9-6 4-10-10 37-3-0 6-5-10 -1-6-0 1-6-0 6-8-10 6-8-10 9-1-15 2-5-5 11-7-4 2-5-5 12-3-11 0-8-7 13-8-13 1-5-2 18-9-0 5-0-3 23-9-3 5-0-3 25-2-5 1-5-2 25-10-12 0-8-7 28-4-1 2-5-5 30-9-6 2-5-5 37-3-0 6-5-10 0-4-39-8-110-5-116.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-0-1], [5:0-9-6,0-1-4], [9:0-9-6,0-1-4], [12:0-0-0,0-1-5], [14:0-7-0,Edge], [15:0-7-0,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-MS 0.98 0.99 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.40 -0.73 0.07 0.08 (loc) 14-15 14-15 12 14-15 l/defl >999 >608 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 282 lb FT = 10% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x12 HF No.2 *Except* 1-3,11-12: 2x4 HF No.2 BOT CHORD 2x8 DF SS *Except* 14-15: 2x12 HF No.2 WEBS 2x4 HF Stud/Std *Except* 9-14,5-15: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 14-15. WEBS 1 Row at midpt 6-17, 8-17 JOINTS 1 Brace at Jt(s): 17 REACTIONS.(lb/size)2=2055/0-5-8, 12=1928/Mechanical Max Horz 2=129(LC 13) Max Grav 2=2258(LC 23), 12=2151(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4190/0, 3-4=-4020/0, 4-5=-3965/0, 5-6=-3022/0, 6-7=0/538, 7-8=0/537, 8-9=-3020/0, 9-10=-3966/0, 10-11=-4039/0, 11-12=-4208/0 BOT CHORD 2-16=0/3764, 15-16=0/3838, 14-15=0/3159, 13-14=0/3762, 12-13=0/3691 WEBS 9-14=0/2207, 5-15=0/2201, 7-17=0/983, 6-17=-3938/0, 8-17=-3938/0, 4-16=-400/171, 4-15=-1451/0, 10-14=-1473/0, 10-13=-386/193 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 2-2-11, Interior(1) 2-2-11 to 18-9-0, Exterior(2) 18-9-0 to 22-5-11, Interior(1) 22-5-11 to 37-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-17, 8-17; Wall dead load (5.0psf) on member(s).9-14, 5-15 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 14-15 11) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 12) Refer to girder(s) for truss to truss connections. 13) Attic room checked for L/360 deflection. May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss C3 Truss Type Attic Qty 2 Ply 1 Roof Job Reference (optional) K6078971 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:52 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-U8o8fe3E83CbjQAMO5PNbMRQmzeooKv9gFLE6_zIw6T Scale = 1:66.4 1 2 3 4 5 6 7 8 9 10 11 12 13 17 16 15 14 18 23 24 25 26 27 28 10x14 5x12 10x14 5x6 10x14 4x12 10x14 4x5 4x12 4x5 3x6 3x10 M18SHS 3x10 M18SHS 5x6 5x6 5x6 14-0-06-8-06-8-10 6-8-10 11-7-4 4-10-10 18-9-0 7-1-12 25-10-12 7-1-12 30-9-6 4-10-10 37-6-0 6-8-10 -1-6-0 1-6-0 6-8-10 6-8-10 9-1-15 2-5-5 11-7-4 2-5-5 12-3-11 0-8-7 13-8-13 1-5-2 18-9-0 5-0-3 23-9-3 5-0-3 25-2-5 1-5-2 25-10-12 0-8-7 28-4-1 2-5-5 30-9-6 2-5-5 37-6-0 6-8-10 39-0-0 1-6-0 0-4-39-8-110-4-36.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-0-1], [5:0-9-10,0-1-0], [9:0-9-10,0-1-0], [12:0-2-8,0-0-1], [15:0-7-0,Edge], [16:0-7-0,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-MS 0.97 0.99 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.40 -0.73 0.07 0.08 (loc) 15-16 15-16 12 15-16 l/defl >999 >606 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 285 lb FT = 10% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x12 HF No.2 *Except* 1-3,11-13: 2x4 HF No.2 BOT CHORD 2x8 DF SS *Except* 15-16: 2x12 HF No.2 WEBS 2x4 HF Stud/Std *Except* 9-15,5-16: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-16. WEBS 1 Row at midpt 6-18, 8-18 JOINTS 1 Brace at Jt(s): 18 REACTIONS.(lb/size)2=2053/0-5-8, 12=2053/0-5-8 Max Horz 2=-132(LC 12) Max Grav 2=2257(LC 23), 12=2257(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4189/0, 3-4=-4019/0, 4-5=-3962/0, 5-6=-3019/0, 6-7=0/538, 7-8=0/538, 8-9=-3019/0, 9-10=-3962/0, 10-11=-4019/0, 11-12=-4190/0 BOT CHORD 2-17=0/3770, 16-17=0/3844, 15-16=0/3164, 14-15=0/3756, 12-14=0/3672 WEBS 9-15=0/2202, 5-16=0/2200, 7-18=0/982, 6-18=-3934/0, 8-18=-3934/0, 4-17=-399/171, 4-16=-1462/0, 10-15=-1462/0, 10-14=-399/171 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 2-3-0, Interior(1) 2-3-0 to 18-9-0, Exterior(2) 18-9-0 to 22-6-0, Interior(1) 22-6-0 to 39-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-18, 8-18; Wall dead load (5.0psf) on member(s).9-15, 5-16 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 15-16 11) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 12) Attic room checked for L/360 deflection. May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss C4 Truss Type ATTIC Qty 1 Ply 4 Roof Job Reference (optional) K6078972 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:54 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-QXwu4J5UggSJykKkVWRrgnWp1nQFGEmS7ZqLAszIw6R Scale = 1:65.3 1 2 3 4 5 6 7 8 9 10 11 12 13 18 17 16 15 14 1925 26 27 28 29 30 10x14 5x12 10x14 4x5 10x14 2.5x4 10x14 4x8 5x8 4x5 1.5x4 3x10 3x10 4x5 5x6 5x6 3x5 3x5 14-0-06-8-06-8-10 6-8-10 11-7-4 4-10-10 18-9-0 7-1-12 25-10-12 7-1-12 30-9-6 4-10-10 33-0-12 2-3-6 37-3-0 4-2-4 -1-6-0 1-6-0 6-8-10 6-8-10 9-1-15 2-5-5 11-7-4 2-5-5 12-3-11 0-8-7 13-8-12 1-5-2 18-9-0 5-0-4 23-9-4 5-0-4 25-2-5 1-5-2 25-10-12 0-8-7 28-4-1 2-5-5 30-9-6 2-5-5 33-0-12 2-3-6 37-3-0 4-2-4 0-4-39-8-110-5-116.00 12 Plate Offsets (X,Y)-- [5:0-0-10,0-1-8], [16:0-7-0,Edge], [17:0-7-0,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-MS 0.80 0.55 0.91 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.24 -0.39 0.03 0.05 (loc) 16-17 16-17 14 17 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 1150 lb FT = 10% GRIP 185/148 LUMBER- TOP CHORD 2x12 HF No.2 *Except* 1-3,11-13: 2x4 HF No.2 BOT CHORD 2x8 DF SS *Except* 16-17: 2x12 HF No.2 WEBS 2x4 HF Stud/Std 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): 19 REACTIONS.(lb/size)2=3320/0-5-8, 14=4725/0-5-8 Max Horz 2=159(LC 9) Max Grav 2=4333(LC 19), 14=6288(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8794/0, 3-4=-8449/0, 4-5=-7945/0, 5-6=-5391/0, 6-7=0/1016, 7-8=-18/577, 8-9=-5922/0, 9-10=-6642/0, 10-11=-2506/0, 11-12=-2448/0, 12-13=-44/700 BOT CHORD 2-18=0/7854, 17-18=0/7817, 16-17=0/5828, 15-16=0/4569, 14-15=-551/53, 13-14=-551/53 WEBS 9-16=0/1602, 11-15=-533/0, 5-17=0/6118, 3-18=0/460, 7-19=0/1760, 6-19=-7156/0, 8-19=-7156/0, 4-18=-235/305, 4-17=-4179/0, 10-16=0/2256, 10-15=-4810/0, 12-15=0/3589, 12-14=-4139/0 NOTES- 1) 4-ply truss to be connected together with Simpson SDS 1/4 x 6 screws as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x12 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x12 - 2 rows staggered 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=110mph (3-second gust) Vasd=87mph; TCDL=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-19, 8-19; Wall dead load (5.0psf) on member(s).9-16, 5-17 11) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 16-17 12) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. Continued on page 2 May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss C4 Truss Type ATTIC Qty 1 Ply 4 Roof Job Reference (optional) K6078972 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:54 2019 Page 2 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-QXwu4J5UggSJykKkVWRrgnWp1nQFGEmS7ZqLAszIw6R NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1380 lb down and 16 lb up at 11-7-8, and 119 lb down and 1 lb up at 7-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Attic room checked for L/360 deflection. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-6=-128(F=-48), 6-7=-118(F=-48), 7-8=-118(F=-48), 8-9=-128(F=-48), 9-13=-118(F=-48), 2-27=-20, 27-29=-30(F=-10), 17-29=-20, 17-30=-136(F=-96), 16-30=-88(F=-48), 14-16=-68(F=-48), 14-22=-116(F=-96), 6-8=-10 Drag: 9-16=-10, 5-17=-10 Concentrated Loads (lb) Vert: 17=-872(F) 28=-75(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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss C5 Truss Type Monopitch Qty 2 Ply 1 Roof Job Reference (optional) K6078973 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:55 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-ujTGIf56R_aAauvx3Dz4D?20iBhC_hwbMDaujJzIw6Q Scale = 1:35.4 1 2 3 4 5 6 9 8 7 11 14 1018 19 20 21 3x6 3x5 1.5x4 3x6 1.5x4 1.5x4 3x6 3x6 1.5x4 1.5x4 1.5x4 10x14 3x6 4-2-84-2-8 7-2-83-0-0 10-6-03-3-8 11-6-01-0-0 -1-6-0 1-6-0 4-2-8 4-2-8 10-6-0 6-3-8 11-6-0 1-0-0 0-4-36-1-36.00 12 Plate Offsets (X,Y)-- [14:0-7-0,0-3-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-MS 0.67 0.88 0.92 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.23 -0.44 0.01 0.11 (loc) 8-9 8-9 7 8-9 l/defl >593 >310 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 62 lb FT = 10% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std *Except* 5-8,3-9: 2x4 HF No.2 OTHERS 2x4 HF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)7=592/Mechanical, 2=673/0-5-8 Max Horz 2=151(LC 13) Max Uplift 7=-15(LC 14), 2=-37(LC 14) Max Grav 7=693(LC 19), 2=696(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-748/41, 3-4=-370/67, 4-5=-181/558, 5-6=-136/652, 6-7=-142/901 BOT CHORD 2-9=-118/589, 8-9=-132/772, 7-8=-110/488 WEBS 8-11=-39/578, 11-14=-38/574, 10-11=-446/34, 4-14=-837/131, 7-14=-1996/266, 6-14=-1366/200 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 11-4-4 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=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 13 lb up at 7-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss C5 Truss Type Monopitch Qty 2 Ply 1 Roof Job Reference (optional) K6078973 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:55 2019 Page 2 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-ujTGIf56R_aAauvx3Dz4D?20iBhC_hwbMDaujJzIw6Q LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-70, 9-15=-20, 8-9=-30(F=-10), 7-8=-20 Concentrated Loads (lb) Vert: 21=-75(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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss C6 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Roof Job Reference (optional) K6078974 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:56 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-Mw1eV?6kCHi1C2U7dxUJmCbGkbDpjLOkbtJRFlzIw6P Scale = 1:33.9 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 2.5x4 3x5 -1-6-0 1-6-0 11-6-0 11-6-0 0-4-36-1-36.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-S 0.33 0.09 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 1 1 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 59 lb FT = 10% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 11-6-0. (lb) - Max Horz 2=151(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 11, 12, 13, 14, 15, 16 Max Grav All reactions 250 lb or less at joint(s) 10, 11, 12, 13, 14, 15 except 2=289(LC 18), 16=274(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-274/152 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -1-6-0 to 1-6-0, Exterior(2) 1-6-0 to 11-4-4 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) 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; Partially Exp.; Ct=1.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2, 11, 12, 13, 14, 15, 16. May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss D1 Truss Type GABLE Qty 1 Ply 1 Roof Job Reference (optional) K6078975 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:57 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-q6b1iL7NzbqupC3JBe?YIQ8Rb_WkSoquqX3?nBzIw6O Scale = 1:28.4 1 2 3 4 56 15 16 17 18 5x8 3x5 3x5 3x5 3x5 3x5 3x5 3x6 3x6 0-6-40-6-4 6-0-05-5-12 11-5-125-5-12 12-0-00-6-4 -1-6-0 1-6-0 6-0-0 6-0-0 12-0-0 6-0-0 13-6-0 1-6-0 0-4-74-4-70-4-78.00 12 Plate Offsets (X,Y)-- [2:0-1-13,0-0-4], [4:0-1-13,0-0-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-S 0.33 0.30 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.03 -0.06 0.01 -0.01 (loc) 4-6 4-6 4 4-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 65 lb FT = 10% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std SLIDER Left 2x4 HF No.2 6-6-9, Right 2x4 HF No.2 6-6-9 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.(lb/size)2=642/0-3-8, 4=642/0-3-8 Max Horz 2=69(LC 11) Max Uplift 2=-43(LC 12), 4=-43(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-624/49, 3-4=-624/49 BOT CHORD 2-6=0/430, 4-6=0/431 WEBS 3-6=0/268 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-11-12, Exterior(2) 5-11-12 to 8-11-12, Interior(1) 8-11-12 to 13-6-0 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=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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, 4. May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss D2 Truss Type Common Qty 2 Ply 1 Roof Job Reference (optional) K6078976 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:58 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-II9Pwh8?kvykRLdWkMWnrdgd?OtIBFP12BoYJezIw6N Scale = 1:30.0 1 2 3 4 56 17 18 19 20 1.5x4 4x5 3x5 3x10 MT20HS 3x5 3x10 MT20HS 0-6-40-6-4 6-0-05-5-12 11-5-125-5-12 12-0-00-6-4 -1-6-0 1-6-0 6-0-0 6-0-0 12-0-0 6-0-0 13-6-0 1-6-0 0-4-74-4-70-4-78.00 12 Plate Offsets (X,Y)-- [2:0-5-0,0-0-2], [2:0-0-4,Edge], [4:0-5-0,0-0-2], [4:0-0-4,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-MS 0.29 0.22 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in 0.02 -0.03 0.01 -0.02 (loc) 6-16 6-11 4 6-16 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS Weight: 42 lb FT = 10% GRIP 185/148 139/111 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std WEDGE Left: 2x6 HF No.2, Right: 2x6 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.(lb/size)2=645/0-3-8, 4=645/0-3-8 Max Horz 2=-71(LC 10) Max Uplift 2=-40(LC 12), 4=-40(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-501/51, 3-4=-501/51 BOT CHORD 2-6=0/333, 4-6=0/333 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.00 3) 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. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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. 8) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. May 7,2019 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 Componentavailable 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 CircleCorona, CA 92880 Job B-19-00210-A Truss X1 Truss Type FLAT GIRDER Qty 1 Ply 2 Roof Job Reference (optional) K6078977 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue May 7 10:33:59 2019 Page 1 Roof Truss Supply, Woodinville, WA - 98072, ID:Cvpvf8MjTJctHWIzvIfp0iznDk5-mVjn719dVC4b3VCiI310NrDqnoBgwjxBHrY6s4zIw6M Scale = 1:33.8123 5 4 1.5x4 1.5x4 4x5 4x5 3x5 4-0-04-0-0 2-0-0 2-0-0 4-0-0 2-0-0 6-1-3LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 10.0 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-MP 0.16 0.34 0.02 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.02 -0.03 -0.00 0.01 (loc) 4-5 4-5 4 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 79 lb FT = 10% GRIP 185/148 LUMBER- TOP CHORD 2x6 HF No.2 BOT CHORD 2x6 HF No.2 WEBS 2x4 HF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=812/0-5-8, 4=812/Mechanical Max Horz 5=-131(LC 4) Max Uplift 5=-172(LC 4), 4=-172(LC 5) Max Grav 5=812(LC 1), 4=872(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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: 2x6 - 2 rows staggered 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=110mph (3-second gust) Vasd=87mph; TCDL=5.5psf; BCDL=4.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.00 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) except (jt=lb) 5=172, 4=172. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 4-5=-368(F=-348) May 7,2019 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