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HomeMy WebLinkAboutColumbia TrussRe: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by NVR Building Products - Frederick. Pages or sheets covered by this seal: E211252 thru E211313 My license renewal date for the state of Indiana is July 31, 2020. pr180292clm 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: 818 Soundside Rd Edenton, NC 27932 MiTek USA, Inc. November 28,2018 Strzyzewski, Marvin Job ORDERS Truss EA-15287 Truss Type COMN Qty 1 Ply 1 Venice II Job Reference (optional) E11048133 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:21 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-vIveDcEydgwuvh6cigMZ7ByIC_Gum4lpCtBVD8yUVE8 Scale = 1:25.5 1 2 3 4 5 6 7 8 4x6 3x4 4x6 4x6 0-4-2 0-4-2 7-0-0 6-7-14 13-7-14 6-7-14 14-0-0 0-4-2 -0-11-4 0-11-4 7-0-0 7-0-0 14-0-0 7-0-0 14-11-4 0-11-4 0-4-42-8-40-4-44.00 12 LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.86 0.90 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.08 -0.15 0.03 0.13 (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: 44 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-2-4 oc bracing. REACTIONS.(lb/size) 2=773/0-3-0, 4=773/0-3-0 Max Horz 2=-45(LC 13) Max Uplift 2=-259(LC 8), 4=-259(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/921, 3-4=-1275/921 BOT CHORD 2-6=-787/1123, 4-6=-787/1123 WEBS 3-6=-336/330 NOTES-(8-9) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 2 and 259 lb uplift at joint 4. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15288 Truss Type COMN Qty 1 Ply 1 Venice II Job Reference (optional) E11048134 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:22 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-NVT0QxFaO_2lWrhpGNtofPVWOOceVSSzRXx3layUVE7 Scale = 1:35.1 1 2 3 4 5 6 7 8 9 10 4x6 4x6 6x8 3x4 3x4 4x6 10-0-0 10-0-0 20-0-0 10-0-0 -0-11-4 0-11-4 5-6-12 5-6-12 10-0-0 4-5-4 14-5-4 4-5-4 20-0-0 5-6-12 20-11-4 0-11-4 0-4-42-5-40-4-42.50 12 Plate Offsets (X,Y)-- [2:0-3-4,Edge], [6:0-3-4,Edge], [8:0-4-0,0-3-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.70 0.87 0.49 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.25 -0.50 0.09 0.14 (loc) 8 6-8 6 8 l/defl >937 >474 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 72 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bracing. REACTIONS.(lb/size) 2=1072/0-3-8, 6=1072/0-3-8 Max Horz 2=-39(LC 17) Max Uplift 2=-162(LC 8), 6=-162(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3288/729, 3-4=-2460/431, 4-5=-2460/431, 5-6=-3288/729 BOT CHORD 2-8=-668/3175, 6-8=-668/3175 WEBS 3-8=-1015/343, 4-8=-23/613, 5-8=-1015/343 NOTES-(8-9) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 2 and 162 lb uplift at joint 6. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15289 Truss Type MONO Qty 1 Ply 1 Venice II Job Reference (optional) E11048135 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:23 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-rh1OeHFC9HAc8?G?q5O1Cc2duowKE0G6gBgcH0yUVE6 Scale = 1:13.0 1 2 3 4 5 3x4 3x4 3x4 0-4-2 0-4-2 6-0-0 5-7-14 -0-11-4 0-11-4 6-0-0 6-0-0 0-4-41-7-42.50 12 LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.91 0.97 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.06 -0.13 0.00 0.12 (loc) 2-4 2-4 2-4 l/defl >999 >532 n/a >565 L/d 360 240 n/a 240 PLATES MT20 Weight: 17 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=279/0-1-9, 2=379/0-3-0 Max Horz 2=58(LC 8) Max Uplift 4=-101(LC 8), 2=-141(LC 8) Max Grav 4=308(LC 19), 2=394(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-250/136 NOTES-(9-10) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 4 and 141 lb uplift at joint 2. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15290 Truss Type MONO Qty 1 Ply 1 Venice II Job Reference (optional) E11048136 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:24 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-JtbnrdGqwbITm9rBOovGlqanYCLgzS5GurQAqSyUVE5 Scale = 1:21.1 1 2 3 4 5 7 6 8 4x8 4x4 3x4 3x6 3x4 3x6 3x4 0-3-142-5-10 2-5-10 10-0-0 7-6-6 -0-11-4 0-11-4 2-5-10 2-5-10 10-0-0 7-6-6 0-9-42-10-42.50 12 Plate Offsets (X,Y)-- [2:0-4-3,0-1-6], [6:0-2-0,0-1-6] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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-S 0.98 0.70 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 -0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 52 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2D BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 4-7: 2x6 SP No.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 1-6-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 6=292/9-8-8, 2=7/9-8-8, 7=1647/9-8-8 Max Horz 2=90(LC 10) Max Uplift 6=-50(LC 10), 2=-27(LC 17), 7=-292(LC 10) Max Grav 6=341(LC 17), 2=61(LC 16), 7=1733(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-301/94 WEBS 4-7=-708/241 NOTES-(11-12) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 6, 27 lb uplift at joint 2 and 292 lb uplift at joint 7. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 900 lb down and 141 lb up at 2-5-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard Continued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15290 Truss Type MONO Qty 1 Ply 1 Venice II Job Reference (optional) E11048136 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:24 2017 Page 2 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-JtbnrdGqwbITm9rBOovGlqanYCLgzS5GurQAqSyUVE5 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 2-6=-20 Concentrated Loads (lb) Vert: 7=-900(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 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15291 Truss Type MONO Qty 1 Ply 1 Venice II Job Reference (optional) E11048137 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:24 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-JtbnrdGqwbITm9rBOovGlqaoYCKfzPGGurQAqSyUVE5 Scale = 1:16.5 1 2 3 4 5 6 4x4 3x4 3x4 3x4 0-4-2 0-4-2 8-0-0 7-7-14 -0-11-4 0-11-4 4-6-12 4-6-12 8-0-0 3-5-4 0-4-42-0-42.50 12 LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.92 0.77 0.27 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.19 -0.37 0.01 0.35 (loc) 2-5 2-5 5 2-5 l/defl >495 >248 n/a >267 L/d 360 240 n/a 240 PLATES MT20 Weight: 30 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2D WEBS 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing. REACTIONS.(lb/size) 5=381/0-1-9, 2=477/0-3-0 Max Horz 2=75(LC 8) Max Uplift 5=-138(LC 8), 2=-173(LC 8) Max Grav 5=430(LC 19), 2=501(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-887/355 BOT CHORD 2-5=-409/833 WEBS 3-5=-859/422 NOTES-(9-10) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 5 and 173 lb uplift at joint 2. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15292 Truss Type SPEC Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12100801 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 15 10:01:19 2018 Page 1 NVR, Frederick, MD - 21703, ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-BTO2pnPZciaCrwTHbLGV9s7OeZuVxfJQAZ1lvIyne7_ Scale = 1:70.6 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 21 22 24 25 26 27 28 29 6x8 5x7 5x7 6x8 6x6 5x7 3x4 4x8 6x12 MT18HS 3x4 8x8 3x4 4x4 6x8 4x8 5x6 3x8 3x8 6x6 4x6 3x4 0-11-47-2-3 7-2-3 14-2-7 7-0-4 18-4-8 4-2-1 21-9-9 3-5-1 27-4-5 5-6-12 32-11-0 5-6-12 36-0-0 3-1-0 -0-11-4 0-11-4 4-10-2 4-10-2 9-6-5 4-8-2 14-2-7 4-8-2 18-4-8 4-2-1 21-9-9 3-5-1 27-4-5 5-6-12 32-11-0 5-6-12 34-5-0 1-6-0 36-0-0 1-7-0 36-11-4 0-11-4 0-6-610-0-00-6-61-0-010-0-08.00 12 4.30 12 Plate Offsets (X,Y)-- [2:Edge,0-3-2], [2:0-5-8,0-1-5], [2:0-1-0,0-0-11], [4:0-4-0,0-3-4], [5:0-5-4,0-2-4], [7:0-5-4,0-2-4], [8:0-4-0,0-3-4], [11:0-9-8,Edge], [11:0-9-12,0-3-13], [11:0-4-14,0-1-12], [11:0-0-8,0-0-5], [13:0-1-2,0-1-8], [16:0-3-7,0-0-3], [19:0-0-0,0-1-12], [19:0-1-12,0-3-4], [21:0-2-8,0-3-0] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.95 0.96 0.76 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.28 -0.41 0.31 0.09 (loc) 15-16 15-16 11 15-16 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 259 lb FT = 5% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 7-8,8-12: 2x4 SP No.2D BOT CHORD 2x4 SP No.2D *Except* 6-17,11-23: 2x4 SP No.3 or 2x4 SPF Stud, 13-16: 2x4 SP No.1 17-19: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-5-5 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-14. WEBS 1 Row at midpt 4-18, 8-15, 9-14 JOINTS 1 Brace at Jt(s): 21 REACTIONS.(lb/size) 2=1872/0-3-8, 11=1872/0-3-8 Max Horz 2=257(LC 11) Max Uplift 2=-170(LC 12), 11=-170(LC 13) Max Grav 2=2449(LC 33), 11=2449(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3676/229, 3-4=-3349/258, 4-5=-2534/235, 5-6=-2503/209, 6-7=-2493/208, 7-8=-2840/210, 8-9=-3926/218, 9-10=-6124/323, 10-11=-4867/252 BOT CHORD 2-20=-266/2867, 18-20=-148/2476, 17-18=-52/1894, 16-17=0/449, 16-21=0/476, 6-21=-578/127, 15-16=-52/1964, 14-15=-0/3106, 13-14=-203/4995, 11-13=-141/3577 WEBS 3-20=-386/173, 4-20=-53/541, 4-18=-900/224, 18-22=-105/843, 5-22=-101/455, 5-21=-124/1039, 7-21=-47/738, 7-15=-63/669, 8-15=-1270/224, 8-14=0/604, 9-14=-1939/218, 9-13=0/1192, 10-13=-74/1757, 16-22=-47/1754, 17-22=-1752/49, 15-21=-106/533 NOTES-(13-15) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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. 9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15292 Truss Type SPEC Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12100801 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 15 10:01:19 2018 Page 2 NVR, Frederick, MD - 21703, ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-BTO2pnPZciaCrwTHbLGV9s7OeZuVxfJQAZ1lvIyne7_ NOTES-(13-15) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=170, 11=170. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 15) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15293 Truss Type SPEC Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12100802 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 15 10:01:21 2018 Page 1 NVR, Frederick, MD - 21703, ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-8sWoETQq8Jrw4EdfimIzFHCk8NayPZoietWszByne6y Scale = 1:67.3 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 23 24 25 26 27 28 6x8 5x7 5x7 6x8 6x6 6x8 3x4 4x8 6x12 MT18HS 3x4 8x8 3x4 4x4 6x8 4x8 5x6 3x8 3x8 6x6 4x6 3x4 0-11-47-2-3 7-2-3 14-2-7 7-0-4 18-4-8 4-2-1 21-9-9 3-5-1 27-4-5 5-6-12 32-11-0 5-6-12 36-0-0 3-1-0 4-10-2 4-10-2 9-6-5 4-8-2 14-2-7 4-8-2 18-4-8 4-2-1 21-9-9 3-5-1 27-4-5 5-6-12 32-11-0 5-6-12 34-5-0 1-6-0 36-0-0 1-7-0 36-11-4 0-11-4 0-6-610-0-00-6-61-0-010-0-08.00 12 4.30 12 Plate Offsets (X,Y)-- [1:Edge,0-3-2], [1:0-5-8,0-1-5], [1:0-1-0,0-0-11], [3:0-4-0,0-3-4], [4:0-5-4,0-2-4], [6:0-5-4,0-2-4], [7:0-4-0,0-3-4], [10:0-9-8,Edge], [10:0-9-12,0-3-13], [10:0-4-14,0-1-12], [10:0-0-8,0-0-5], [12:0-1-2,0-1-8], [15:0-3-5,0-0-1], [18:0-0-0,0-1-12], [18:0-2-4,0-3-0], [20:0-2-8,0-3-0] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.95 0.96 0.76 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.28 -0.41 0.31 0.09 (loc) 14-15 14-15 10 14-15 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 258 lb FT = 5% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 6-7,7-11: 2x4 SP No.2D BOT CHORD 2x4 SP No.2D *Except* 5-16,10-22: 2x4 SP No.3 or 2x4 SPF Stud, 12-15: 2x4 SP No.1 16-18: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-5-5 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. WEBS 1 Row at midpt 3-17, 7-14, 8-13 JOINTS 1 Brace at Jt(s): 20 REACTIONS.(lb/size) 1=1784/0-3-8, 10=1873/0-3-8 Max Horz 1=-254(LC 8) Max Uplift 1=-145(LC 12), 10=-170(LC 13) Max Grav 1=2361(LC 33), 10=2450(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3667/233, 2-3=-3361/262, 3-4=-2537/236, 4-5=-2505/209, 5-6=-2495/208, 6-7=-2843/210, 7-8=-3928/218, 8-9=-6128/323, 9-10=-4869/253 BOT CHORD 1-19=-272/2881, 17-19=-150/2481, 16-17=-52/1897, 15-16=0/450, 15-20=0/476, 5-20=-578/127, 14-15=-52/1967, 13-14=-1/3109, 12-13=-203/4998, 10-12=-141/3579 WEBS 2-19=-397/179, 3-19=-57/551, 3-17=-903/225, 17-21=-106/845, 4-21=-102/457, 4-20=-124/1038, 6-20=-47/739, 6-14=-64/670, 7-14=-1270/224, 7-13=0/604, 8-13=-1940/218, 8-12=0/1192, 9-12=-74/1758, 15-21=-48/1756, 16-21=-1754/49, 14-20=-106/525 NOTES-(14-16) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) The Fabrication Tolerance at joint 1 = 1% 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, with BCDL = 10.0psf. 10) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15293 Truss Type SPEC Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12100802 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 15 10:01:21 2018 Page 2 NVR, Frederick, MD - 21703, ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-8sWoETQq8Jrw4EdfimIzFHCk8NayPZoietWszByne6y NOTES-(14-16) 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=145, 10=170. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 15) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 16) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15294 Truss Type MONO Qty 1 Ply 3 Venice II Job Reference (optional) E11048140 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:30 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-81y26hLbWR3cU4ILk30g_5qwmcTzNAG8HntU16yUVE? Scale = 1:20.6 1 2 3 4 5 6 7 8 3x8 3x4 4x6 3x4 5x6 3x6 10-0-0 10-0-0 -0-11-4 0-11-4 4-6-12 4-6-12 10-0-0 5-5-4 0-9-42-10-40-3-142-10-42.50 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [6:0-3-0,0-1-8], [6:0-3-0,0-0-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Plate Metal DOL Lumber DOL Rep Stress Incr Code 2-0-0 0.90 0.90 0.90 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.49 0.33 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.06 -0.11 0.01 0.00 (loc) 2-6 2-6 6 2-6 l/defl >999 >999 n/a >999 L/d 600 600 n/a 240 PLATES MT20 Weight: 125 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 2-2-6 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.(lb/size) 2=611/0-3-8, 6=966/0-1-9 Max Horz 2=62(LC 12) Max Grav 2=642(LC 19), 6=1036(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1327/52, 5-6=-693/0 BOT CHORD 2-6=-120/1240 WEBS 4-6=-1096/187 NOTES-(11-12) 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 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) StandardContinued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15294 Truss Type MONO Qty 1 Ply 3 Venice II Job Reference (optional) E11048140 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:30 2017 Page 2 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-81y26hLbWR3cU4ILk30g_5qwmcTzNAG8HntU16yUVE? LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 2-6=-20, 1-8=-80 Trapezoidal Loads (plf) Vert: 8=-374-to-5=-363 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15295 Truss Type COMN Qty 1 Ply 1 Venice II Job Reference (optional) E11048141 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:31 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-cEWQJ0LDGlBT5DtXImXvXIN_g0gV6U?IVRc1aYyUVE_ Scale = 1:60.7 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 5x6 6x8 6x8 3x4 3x4 6x8 6x8 3x4 3x4 4x6 4x6 6-7-7 6-7-7 12-8-8 6-1-1 23-3-8 10-7-0 29-4-9 6-1-1 36-0-0 6-7-7 -0-11-4 0-11-4 6-7-7 6-7-7 12-8-8 6-1-1 18-0-0 5-3-8 23-3-8 5-3-8 29-4-9 6-1-1 36-0-0 6-7-7 36-11-4 0-11-4 0-4-49-4-40-4-46.00 12 Plate Offsets (X,Y)-- [4:0-3-12,0-3-4], [6:0-3-12,0-3-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.92 0.95 0.66 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.50 -0.86 0.13 0.12 (loc) 11-12 11-12 8 11-12 l/defl >863 >498 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 190 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 1-4,6-9: 2x4 SP No.2D BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size) 8=1872/0-3-8, 2=1872/0-3-8 Max Horz 2=162(LC 12) Max Uplift 8=-208(LC 13), 2=-208(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3377/673, 3-4=-2710/603, 4-5=-2695/740, 5-6=-2695/740, 6-7=-2710/603, 7-8=-3377/673 BOT CHORD 2-13=-482/2904, 12-13=-482/2904, 11-12=-132/1755, 10-11=-482/2904, 8-10=-482/2904 WEBS 5-11=-287/1285, 6-11=-614/247, 7-11=-664/231, 5-12=-287/1285, 4-12=-614/247, 3-12=-664/231 NOTES-(8-9) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 8 and 208 lb uplift at joint 2. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15296 Truss Type COMN Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12100803 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 15 10:01:22 2018 Page 1 NVR, Frederick, MD - 21703, ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-c23ASpRSvdzniOCsGTqCnVlvZnv081WssXFQVdyne6x Scale = 1:67.2 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 5x6 5x7 10x12 3x8 3x8 3x8 3x4 3x4 10x12 3x8 3x8 3x4 6x8 3x4 3x8 3x8 12-8-13 10-6-5 12-8-13 6-7-7 6-7-7 11-8-8 5-1-1 24-3-8 12-7-0 29-4-9 5-1-1 36-0-0 6-7-7 -0-11-4 0-11-4 6-7-7 6-7-7 11-8-8 5-1-1 18-0-0 6-3-8 24-3-8 6-3-8 29-4-9 5-1-1 36-0-0 6-7-7 36-11-4 0-11-4 0-4-49-4-40-4-46.00 12 Plate Offsets (X,Y)-- [2:0-4-13,0-1-8], [7:0-3-4,0-3-0], [8:0-4-13,0-1-8], [11:0-4-0,Edge], [12:0-4-0,Edge] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.91 0.97 0.66 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.20 -0.37 0.13 0.12 (loc) 11-12 11-12 8 12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 249 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2250F 1.9E or 2x4 SPF 2100F 1.8E *Except* 1-3,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 11-12: 2x12 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size) 8=1872/0-3-8, 2=1872/0-3-8 Max Horz 2=-162(LC 13) Max Uplift 8=-208(LC 13), 2=-208(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3383/334, 3-4=-3009/325, 4-5=-3028/461, 5-6=-3024/443, 6-7=-3003/311, 7-8=-3373/329 BOT CHORD 2-13=-366/2909, 12-13=-365/2918, 11-12=-87/1829, 10-11=-203/2915, 8-10=-197/2897 WEBS 5-11=-255/1488, 6-11=-616/219, 7-11=-344/154, 5-12=-266/1493, 4-12=-632/227, 3-12=-336/132 NOTES-(9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 18.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=208, 2=208. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15297 Truss Type PGBK Qty 1 Ply 1 Venice II Job Reference (optional) E11048143 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:33 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-ZceAkiNToMRBLX1wPBZNcjSV9qZHaX3azl58dRyUVDy Scale = 1:17.2 1 2 3 4 5 6 7 8 4x6 3x4 3x4 3x4 7-7-2 7-7-2 3-9-9 3-9-9 7-7-2 3-9-9 0-4-72-6-60-1-80-4-70-1-88.00 12 LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.22 0.09 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 20 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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=211/6-1-4, 4=211/6-1-4, 6=265/6-1-4 Max Horz 2=60(LC 11) Max Uplift 2=-44(LC 12), 4=-52(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12-13) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 4-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 2 and 52 lb uplift at joint 4. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15298 Truss Type HIPS Qty 1 Ply 1 Venice II Job Reference (optional) E11048144 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:36 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-zBJJMkPM5HpmC?lV5J74EM4uf1Nlngk1fjKoEmyUVDv Scale = 1:62.7 1 2 3 4 5 6 7 8 9 10 11 15 14 13 12 16 17 18 19 20 21 22 23 24 25 26 27 6x8 5x7 5x7 6x8 3x4 3x4 6x8 3x4 6x8 3x4 3x4 6x8 6x8 6-5-4 6-5-4 12-8-8 6-3-4 23-3-8 10-7-0 29-6-12 6-3-4 36-0-0 6-5-4 -0-11-4 0-11-4 4-10-2 4-10-2 9-6-5 4-8-2 14-2-7 4-8-2 18-0-0 3-9-9 21-9-9 3-9-9 26-5-11 4-8-2 31-1-14 4-8-2 36-0-0 4-10-2 36-11-4 0-11-4 0-6-610-0-00-6-610-0-08.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-2], [4:0-4-0,Edge], [5:0-4-8,0-1-12], [7:0-4-8,0-1-12], [8:0-4-0,Edge], [10:Edge,0-3-2], [13:0-4-0,0-3-4], [14:0-4-0,0-3-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.72 0.94 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.45 -0.76 0.13 0.07 (loc) 13-14 13-14 10 14 l/defl >957 >567 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 217 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purlins, except 2-0-0 oc purlins (4-0-2 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-14. WEBS 1 Row at midpt 6-14, 6-13 REACTIONS.(lb/size) 2=1872/0-3-8, 10=1872/0-3-8 Max Horz 2=257(LC 11) Max Uplift 2=-170(LC 12), 10=-170(LC 13) Max Grav 2=2449(LC 31), 10=2449(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3676/412, 3-4=-3413/466, 4-5=-2721/459, 5-6=-1938/403, 6-7=-1938/403, 7-8=-2721/459, 8-9=-3413/466, 9-10=-3676/412 BOT CHORD 2-15=-266/2866, 14-15=-146/2479, 13-14=-43/1955, 12-13=-134/2479, 10-12=-232/2866 WEBS 3-15=-389/174, 4-15=-103/514, 4-14=-866/247, 5-14=-138/1007, 6-14=-361/193, 6-13=-361/193, 7-13=-138/1007, 8-13=-866/247, 8-12=-103/514, 9-12=-389/174 NOTES-(10-11) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 2 and 170 lb uplift at joint 10. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15299 Truss Type HIPS Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12100804 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 15 10:01:24 2018 Page 1 NVR, Frederick, MD - 21703, ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-YRBwtUTiREDVyhMEOusgswqHBadpcwn9KrkWaVyne6v Scale = 1:66.3 1 2 3 4 5 6 7 8 9 10 11 15 14 13 12 16 17 18 19 20 21 6x8 6x8 6x8 6x8 6x6 3x4 3x4 10x12 3x8 3x8 3x8 3x4 10x12 3x8 3x8 3x4 3x4 6x6 12-8-4 10-7-9 12-8-4 6-5-4 6-5-4 11-8-8 5-3-4 24-3-8 12-7-0 29-6-12 5-3-4 36-0-0 6-5-4 -0-11-4 0-11-4 4-10-2 4-10-2 9-6-5 4-8-2 14-2-7 4-8-2 18-0-0 3-9-9 21-9-9 3-9-9 26-5-11 4-8-2 31-1-14 4-8-2 36-0-0 4-10-2 36-11-4 0-11-4 0-6-610-0-00-6-610-0-08.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-2], [2:0-5-8,0-1-5], [2:0-1-0,0-0-11], [4:0-4-0,0-3-4], [5:0-5-8,0-1-12], [7:0-5-8,0-1-12], [8:0-4-0,0-3-4], [10:Edge,0-3-2], [10:0-5-8,0-1-5], [10:0-1-0,0-0-11], [13:0-4-4,Edge], [14:0-4-4,Edge] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.77 0.82 0.74 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.18 -0.29 0.11 0.07 (loc) 13-14 13-14 10 14 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 291 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2D *Except* 13-14: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 13-14: 2x12 SP No.2 WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-11-3 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-14, 6-13 REACTIONS.(lb/size) 2=1872/0-3-8, 10=1872/0-3-8 Max Horz 2=257(LC 11) Max Uplift 2=-170(LC 12), 10=-170(LC 13) Max Grav 2=2449(LC 33), 10=2449(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3681/227, 3-4=-3418/285, 4-5=-2994/301, 5-6=-2008/275, 6-7=-2008/266, 7-8=-2994/288, 8-9=-3418/285, 9-10=-3681/227 BOT CHORD 2-15=-264/2869, 14-15=-157/2597, 13-14=-53/2030, 12-13=-1/2597, 10-12=-91/2869 WEBS 3-15=-390/174, 4-15=-83/277, 4-14=-754/241, 5-14=-76/1187, 6-14=-423/205, 6-13=-423/205, 7-13=-69/1187, 8-13=-754/250, 8-12=-101/283, 9-12=-390/174 NOTES-(11-13) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=170, 10=170. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15299 Truss Type HIPS Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12100804 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 15 10:01:24 2018 Page 2 NVR, Frederick, MD - 21703, ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-YRBwtUTiREDVyhMEOusgswqHBadpcwn9KrkWaVyne6v 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15300 Truss Type MONO Qty 1 Ply 1 Venice II Job Reference (optional) E11048146 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:39 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-Nm?S_lSEOCBL3SU4mSgns_iTJFYf_7DTLhYSr5yUVDs Scale = 1:20.6 1 2 3 4 5 7 6 8 9 3x6 3x4 4x6 3x4 3x4 4x4 3x6 4-6-12 4-6-12 10-0-0 5-5-4 -0-11-4 0-11-4 4-6-12 4-6-12 10-0-0 5-5-4 0-9-42-10-40-3-142-10-42.50 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-6], [6:0-3-0,0-1-6] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.50 0.35 0.51 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.04 -0.07 0.01 0.02 (loc) 7 6-7 8 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 43 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 2-3-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=575/0-3-8, 8=457/0-1-9 Max Horz 2=88(LC 12) Max Uplift 2=-106(LC 8), 8=-83(LC 12) Max Grav 2=607(LC 19), 8=524(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1117/224, 5-6=-50/311 BOT CHORD 2-7=-289/1025, 6-7=-291/1028 WEBS 4-6=-901/257, 5-8=-534/142 NOTES-(10-11) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 2 and 83 lb uplift at joint 8. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15301 Truss Type MONO Qty 1 Ply 1 Venice II Job Reference (optional) E11048147 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:40 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-ryZqC5Ss9WJChc3GK9C0OCFbket8jircaLI0NXyUVDr Scale = 1:16.7 1 2 3 4 5 7 6 8 9 4x6 4x4 3x6 3x4 3x6 3x4 3x4 0-10-02-5-10 2-5-10 8-0-0 5-6-6 -0-11-4 0-11-4 2-5-10 2-5-10 8-0-0 5-6-6 0-9-42-5-42.50 12 Plate Offsets (X,Y)-- [2:0-4-3,0-1-6] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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-S 0.65 0.40 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 38 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 4-7: 2x6 SP No.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 1-6-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 6=199/7-8-8, 2=73/7-8-8, 7=1292/7-8-8 Max Horz 2=51(LC 10) Max Uplift 6=-10(LC 10), 2=-9(LC 6), 7=-67(LC 10) Max Grav 6=226(LC 17), 2=86(LC 16), 7=1358(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-533/103 NOTES-(11-12) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 6, 9 lb uplift at joint 2 and 67 lb uplift at joint 7. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 720 lb down and 26 lb up at 2-5-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15301 Truss Type MONO Qty 1 Ply 1 Venice II Job Reference (optional) E11048147 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:40 2017 Page 2 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-ryZqC5Ss9WJChc3GK9C0OCFbket8jircaLI0NXyUVDr LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-80, 2-6=-20 Concentrated Loads (lb) Vert: 7=-720(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 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15302 Truss Type MONO Qty 1 Ply 1 Venice II Job Reference (optional) E11048148 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:40 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-ryZqC5Ss9WJChc3GK9C0OCFfeevEjeScaLI0NXyUVDr Scale = 1:17.1 1 2 3 4 5 7 6 8 9 3x6 3x4 4x6 3x4 3x4 4x4 3x6 3-6-12 3-6-12 8-0-0 4-5-4 -0-11-4 0-11-4 3-6-12 3-6-12 8-0-0 4-5-4 0-9-42-5-40-6-102-5-42.50 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-6] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.40 0.27 0.26 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.02 -0.04 0.01 0.01 (loc) 7 6-7 8 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 34 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 1-9-6 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.(lb/size) 2=475/0-3-8, 8=356/0-1-9 Max Horz 2=72(LC 12) Max Uplift 2=-93(LC 8), 8=-66(LC 12) Max Grav 2=499(LC 19), 8=401(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-838/182 BOT CHORD 2-7=-238/743, 6-7=-242/750 WEBS 4-6=-665/215, 5-8=-411/124 NOTES-(10-11) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 2 and 66 lb uplift at joint 8. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15303 Truss Type COMN Qty 1 Ply 1 Venice II Job Reference (optional) E11048149 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:41 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-K97CPRTUwpR3ImeSttjFxPniv24pS?vmp_1ZvzyUVDq Scale = 1:60.4 1 2 3 4 5 6 7 8 12 11 10 9 13 14 15 5x6 6x8 6x8 3x4 3x4 6x8 6x8 3x4 3x4 4x6 4x6 6-7-7 6-7-7 12-8-8 6-1-1 23-3-8 10-7-0 29-4-9 6-1-1 36-0-0 6-7-7 6-7-7 6-7-7 12-8-8 6-1-1 18-0-0 5-3-8 23-3-8 5-3-8 29-4-9 6-1-1 36-0-0 6-7-7 36-11-4 0-11-4 0-4-49-4-40-4-46.00 12 Plate Offsets (X,Y)-- [3:0-3-12,0-3-4], [5:0-4-0,0-3-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.94 0.95 0.69 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.49 -0.86 0.13 0.12 (loc) 10-11 10-11 7 10-11 l/defl >868 >500 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 188 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 1-3: 2x4 SP No.1D, 5-8: 2x4 SP No.2D BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size) 1=1788/Mechanical, 7=1877/0-3-8 Max Horz 1=-170(LC 17) Max Uplift 1=-185(LC 12), 7=-209(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3399/690, 2-3=-2732/611, 3-4=-2715/747, 4-5=-2707/744, 5-6=-2722/607, 6-7=-3389/677 BOT CHORD 1-12=-502/2956, 11-12=-502/2956, 10-11=-136/1765, 9-10=-485/2914, 7-9=-485/2914 WEBS 4-10=-287/1260, 5-10=-592/247, 6-10=-664/231, 4-11=-292/1301, 3-11=-611/244, 2-11=-702/247 NOTES-(9-10) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 1 and 209 lb uplift at joint 7. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15304 Truss Type COMN Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12100805 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 15 10:01:25 2018 Page 1 NVR, Frederick, MD - 21703, ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-0dlJ4qTKCYLMZrxRxcNvP7NPr_woLO7IZUU46yyne6u Scale = 1:66.6 1 2 3 4 5 6 7 8 12 11 10 9 13 14 15 16 5x6 3x8 10x12 3x8 3x8 3x8 3x4 6x8 3x4 10x12 3x8 3x8 3x4 6x8 3x4 3x8 12-8-13 10-6-5 12-8-13 6-7-7 6-7-7 11-8-8 5-1-1 24-3-8 12-7-0 29-4-9 5-1-1 36-0-0 6-7-7 6-7-7 6-7-7 11-8-8 5-1-1 18-0-0 6-3-8 24-3-8 6-3-8 29-4-9 5-1-1 36-0-0 6-7-7 36-11-4 0-11-4 0-4-49-4-40-4-46.00 12 Plate Offsets (X,Y)-- [1:0-4-13,0-1-8], [7:0-4-13,0-1-8], [10:0-4-0,Edge], [11:0-4-0,Edge] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.97 0.96 0.67 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.20 -0.37 0.13 0.12 (loc) 10-11 10-11 7 11 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 247 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2250F 1.9E or 2x4 SPF 2100F 1.8E *Except* 1-2: 2x4 SP No.1D, 6-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 10-11: 2x12 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size) 1=1788/Mechanical, 7=1877/0-3-8 Max Horz 1=-170(LC 13) Max Uplift 1=-185(LC 12), 7=-209(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3406/340, 2-3=-3036/330, 3-4=-3053/465, 4-5=-3041/446, 5-6=-3021/310, 6-7=-3395/335 BOT CHORD 1-12=-375/2962, 11-12=-374/2971, 10-11=-89/1840, 9-10=-204/2928, 7-9=-205/2919 WEBS 4-10=-257/1493, 5-10=-632/227, 6-10=-335/150, 4-11=-269/1513, 3-11=-628/225, 2-11=-370/138 NOTES-(10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 18.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=185, 7=209. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15305 Truss Type HIPS Qty 1 Ply 1 Venice II Job Reference (optional) E11048151 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:44 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-CwMjFpW?z2xUnNxE6inB5FyNafSqOkaLjc?n2myUVDm Scale = 1:61.8 1 2 3 4 5 6 7 8 9 10 14 13 12 11 15 16 17 18 19 20 21 22 23 24 25 26 6x6 6x6 6x8 3x4 3x4 3x4 6x8 3x4 6x8 3x4 3x4 6x8 6x8 6-5-4 6-5-4 12-8-8 6-3-4 23-3-8 10-7-0 29-6-12 6-3-4 36-0-0 6-5-4 4-10-2 4-10-2 9-6-5 4-8-2 14-2-7 4-8-2 18-0-0 3-9-9 21-9-9 3-9-9 26-5-11 4-8-2 31-1-14 4-8-2 36-0-0 4-10-2 36-11-4 0-11-4 0-6-610-0-00-6-610-0-08.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-2], [4:0-3-12,0-2-0], [6:0-3-12,0-2-0], [7:0-4-0,Edge], [9:Edge,0-3-2], [12:0-4-0,0-3-4], [13:0-4-0,0-3-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.90 0.94 0.97 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.45 -0.76 0.13 0.07 (loc) 12-13 12-13 9 13 l/defl >953 >565 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 216 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except 2-0-0 oc purlins (4-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. WEBS 1 Row at midpt 5-13, 5-12 REACTIONS.(lb/size) 1=1788/Mechanical, 9=1877/0-3-8 Max Horz 1=-253(LC 10) Max Uplift 1=-146(LC 12), 9=-170(LC 13) Max Grav 1=2363(LC 31), 9=2455(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3708/425, 2-3=-3473/481, 3-4=-2740/465, 4-5=-1953/406, 5-6=-1946/405, 6-7=-2733/462, 7-8=-3424/468, 8-9=-3688/414 BOT CHORD 1-14=-275/2933, 13-14=-147/2497, 12-13=-46/1968, 11-12=-136/2489, 9-11=-234/2875 WEBS 2-14=-440/185, 3-14=-112/569, 3-13=-889/250, 4-13=-142/1027, 5-13=-350/193, 5-12=-367/193, 6-12=-139/1014, 7-12=-866/247, 7-11=-103/513, 8-11=-389/174 NOTES-(11-12) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 1 and 170 lb uplift at joint 9. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15306 Truss Type HIPS Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12100806 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 15 10:01:27 2018 Page 1 NVR, Frederick, MD - 21703, ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-y?t3VWVaj9b3p94p31PNUYSngoe6pH9b0ozBAqyne6s Scale = 1:65.2 1 2 3 4 5 6 7 8 9 10 14 13 12 11 15 16 17 18 19 20 6x8 6x8 6x8 6x6 3x4 3x4 3x4 10x12 3x8 3x8 3x8 3x4 10x12 3x8 3x8 3x4 3x4 6x6 12-8-4 10-7-9 12-8-4 6-5-4 6-5-4 11-8-8 5-3-4 24-3-8 12-7-0 29-6-12 5-3-4 36-0-0 6-5-4 4-10-2 4-10-2 9-6-5 4-8-2 14-2-7 4-8-2 18-0-0 3-9-9 21-9-9 3-9-9 26-5-11 4-8-2 31-1-14 4-8-2 36-0-0 4-10-2 36-11-4 0-11-4 0-6-610-0-00-6-610-0-08.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-2], [1:0-5-8,0-1-5], [1:0-1-0,0-0-11], [4:0-5-8,0-1-12], [6:0-5-8,0-1-12], [7:0-4-0,0-3-4], [9:Edge,0-3-2], [9:0-5-8,0-1-5], [9:0-1-0,0-0-11], [12:0-4-4,Edge], [13:0-4-4,Edge] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.89 0.85 0.76 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.19 -0.30 0.11 0.07 (loc) 12-13 12-13 9 13 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 289 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2D *Except* 12-13: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 12-13: 2x12 SP No.2 WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins, except 2-0-0 oc purlins (3-11-1 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 5-12 REACTIONS.(lb/size) 9=1877/0-3-8, 1=1788/Mechanical Max Horz 1=-253(LC 10) Max Uplift 9=-170(LC 13), 1=-146(LC 12) Max Grav 9=2455(LC 33), 1=2363(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3713/234, 2-3=-3478/294, 3-4=-3018/306, 4-5=-2025/276, 5-6=-2016/266, 6-7=-3006/289, 7-8=-3429/286, 8-9=-3693/227 BOT CHORD 1-14=-274/2937, 13-14=-157/2618, 12-13=-53/2043, 11-12=-3/2607, 9-11=-91/2878 WEBS 2-14=-441/185, 3-14=-91/329, 3-13=-778/244, 4-13=-81/1210, 5-13=-419/205, 5-12=-430/205, 6-12=-70/1194, 7-12=-753/250, 7-11=-101/282, 8-11=-389/174 NOTES-(13-15) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) The Fabrication Tolerance at joint 9 = 1%, joint 1 = 1% 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, with BCDL = 10.0psf. 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) except (jt=lb) 9=170, 1=146. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15306 Truss Type HIPS Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12100806 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 15 10:01:27 2018 Page 2 NVR, Frederick, MD - 21703, ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-y?t3VWVaj9b3p94p31PNUYSngoe6pH9b0ozBAqyne6s 13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 15) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15307 Truss Type COMN Qty 1 Ply 1 Venice II Job Reference (optional) E11048153 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:47 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-8JUTgVYFVfCC0h5cE7qfAg1rNTBcspieBwUt7dyUVDk Scale = 1:57.9 1 2 3 4 5 6 7 8 9 10 11 12 5x6 4x4 5x6 4x4 4x6 3x8 3x4 3x4 8-5-12 8-5-12 16-11-8 8-5-12 -0-11-4 0-11-4 4-1-13 4-1-13 8-5-12 4-3-15 12-9-11 4-3-15 16-11-8 4-1-13 17-10-12 0-11-4 0-10-109-4-60-10-1012.00 12 LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.43 0.67 0.29 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.10 -0.20 0.02 0.01 (loc) 2-10 2-10 8 2-10 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 95 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x6 SP No.2 2-11-14, Right 2x6 SP No.2 2-11-14 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=923/0-3-8, 8=923/0-3-8 Max Horz 2=-239(LC 10) Max Uplift 2=-77(LC 12), 8=-77(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-934/175, 4-5=-722/216, 5-6=-722/216, 6-8=-934/175 BOT CHORD 2-10=-112/626, 8-10=-21/567 WEBS 4-10=-254/229, 5-10=-175/557, 6-10=-254/229 NOTES-(8-9) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 2 and 77 lb uplift at joint 8. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15308 Truss Type COMN Qty 1 Ply 2 Venice II Job Reference (optional) E11087714 8.010 s Aug 11 2017 MiTek Industries, Inc. Fri Oct 20 15:23:08 2017 Page 1 NVR, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-HFTsZnBSmO6C_n8MAW5aUewxsbGfAWgEoEwVH_yRU7H Scale = 1:57.9 1 2 3 4 5 6 7 8 9 12 11 10 13 14 6x10 4x12 4x8 4x12 4x8 10x12 4x12 4x8 6x10 4x12 4-2-13 4-2-13 8-5-12 4-2-15 12-8-11 4-2-15 16-11-8 4-2-13 -0-11-4 0-11-4 4-2-13 4-2-13 8-5-12 4-2-15 12-8-11 4-2-15 16-11-8 4-2-13 17-10-12 0-11-4 0-10-109-4-60-10-1012.00 12 Plate Offsets (X,Y)-- [2:0-4-12,0-1-12], [8:0-4-15,0-1-12] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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-S 0.85 0.49 0.91 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.10 -0.16 0.04 0.04 (loc) 10-11 10-11 8 10-11 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 258 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP 2250F 1.9E WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 5-11: 2x4 SP No.2 or 2x4 SPF No.2 SLIDER Left 2x4 SP or SPF No.3 or Stud 2-10-13, Right 2x4 SP or SPF No.3 or Stud 2-10-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=8068/0-3-8, 8=8068/0-3-8 Max Horz 2=191(LC 9) Max Uplift 2=-255(LC 10), 8=-255(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-8263/299, 4-5=-5645/282, 5-6=-5645/282, 6-8=-8263/299 BOT CHORD 2-12=-213/5565, 11-12=-213/5565, 10-11=-143/5565, 8-10=-143/5565 WEBS 4-12=-90/3500, 5-11=-316/7422, 6-10=-90/3500, 4-11=-2408/198, 6-11=-2408/199 NOTES-(11-12) 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. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 2 and 255 lb uplift at joint 8. 10) Girder carries tie-in span(s): 36-0-0 from 0-0-0 to 16-11-8 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) StandardContinued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15308 Truss Type COMN Qty 1 Ply 2 Venice II Job Reference (optional) E11087714 8.010 s Aug 11 2017 MiTek Industries, Inc. Fri Oct 20 15:23:09 2017 Page 2 NVR, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-lS1En6C4XiE3cxjZkDcp0rS6c?cuvyvO0ug3qQyRU7G LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-8=-863(F=-843), 1-5=-80, 5-9=-80 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15309 Truss Type COMN Qty 1 Ply 1 Venice II Job Reference (optional) E11048155 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:49 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-5hcE5AZW1HSwG_F?LYs7G577KHwDKjqxeEz_BWyUVDi Scale = 1:55.4 1 2 3 4 5 6 7 8 9 12 11 10 14 15 134x6 3x6 4x6 4x6 6-9-2 6-9-2 13-6-14 6-9-11 20-4-0 6-9-2 -0-11-4 0-11-4 5-0-12 5-0-12 10-2-0 5-1-4 15-3-4 5-1-4 20-4-0 5-0-12 21-3-4 0-11-4 0-8-89-2-30-8-810.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-7], [8:0-3-7,0-0-7] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.66 0.47 0.31 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.11 -0.15 0.03 0.02 (loc) 10-12 10-12 8 2-12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 107 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 3-2-14, Right 2x4 SP or SPF No.3 or Stud 3-2-14 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) 2=1092/0-3-8, 8=1092/0-3-8 Max Horz 2=235(LC 11) Max Uplift 2=-104(LC 12), 8=-104(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1261/202, 4-5=-1120/315, 5-6=-1120/315, 6-8=-1260/202 BOT CHORD 2-12=-134/959, 10-12=0/640, 8-10=-29/866 WEBS 4-12=-353/258, 5-12=-169/555, 5-10=-170/555, 6-10=-353/258 NOTES-(9-10) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 3x4 MT20 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 = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 2 and 104 lb uplift at joint 8. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15310 Truss Type COMN Qty 1 Ply 3 Venice II Job Reference (optional) E11048156 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:50 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-ZtAcIWa8oaant8qBvGNMoIfEYgCQ33h5tujYkyyUVDh Scale = 1:56.1 1 2 3 4 5 6 7 8 9 12 11 10 13 14 6x10 3x6 3x6 4x6 4x12 5x6 8x8 4x12 5x6 6x10 3x6 3x6 5-1-15 5-1-15 10-2-0 5-0-1 15-2-1 5-0-1 20-4-0 5-1-15 -0-11-4 0-11-4 5-1-15 5-1-15 10-2-0 5-0-1 15-2-1 5-0-1 20-4-0 5-1-15 21-3-4 0-11-4 0-8-89-2-30-8-810.00 12 Plate Offsets (X,Y)-- [2:0-0-10,0-2-0], [8:0-0-10,0-2-0], [11:0-4-0,0-4-8] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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-S 0.95 0.72 0.72 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.10 -0.17 0.04 0.07 (loc) 11-12 11-12 8 10-11 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 426 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2D BOT CHORD 2x6 SP No.1D WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 5-11: 2x4 SP No.2 or 2x4 SPF No.2 SLIDER Left 2x4 SP or SPF No.3 or Stud 3-1-15, Right 2x4 SP or SPF No.3 or Stud 3-1-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=9533/0-3-8, 8=9533/0-3-8 Max Horz 2=-235(LC 8) Max Uplift 2=-1433(LC 10), 8=-1433(LC 11) Max Grav 2=9922(LC 20), 8=9922(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-11233/1625, 4-5=-7690/1214, 5-6=-7690/1214, 6-8=-11233/1627 BOT CHORD 2-12=-1244/8469, 11-12=-1244/8469, 10-11=-1141/8354, 8-10=-1141/8354 WEBS 4-12=-609/4518, 5-11=-1405/9267, 6-10=-610/4519, 4-11=-3410/649, 6-11=-3411/650 NOTES-(11-12) 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 0-9-0 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=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1433 lb uplift at joint 2 and 1433 lb uplift at joint 8. 10) Girder carries tie-in span(s): 36-0-0 from 0-0-0 to 20-4-0 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard Continued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15310 Truss Type COMN Qty 1 Ply 3 Venice II Job Reference (optional) E11048156 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:50 2017 Page 2 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-ZtAcIWa8oaant8qBvGNMoIfEYgCQ33h5tujYkyyUVDh LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-8=-863(F=-843), 1-5=-80, 5-9=-80 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15311 Truss Type COMN Qty 1 Ply 1 Venice II Job Reference (optional) E11048157 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:52 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-VGHMjCcOKCqV7S_a1gPqtjlmeU1ZX5bNLCCeoryUVDf Scale = 1:57.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 33 35 34 36 37 38 4x8 4x8 4x6 7-5-12 2-0-0 7-5-12 2-2-151-11-45-2-38-5-12 8-5-12 16-11-8 8-5-12 -0-11-4 0-11-4 8-5-12 8-5-12 16-11-8 8-5-12 17-10-12 0-11-4 0-10-109-4-60-10-1012.00 12 Plate Offsets (X,Y)-- [18:Edge,0-3-8] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.14 0.17 0.18 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.01 (loc) 16 16 18 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 141 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 2-32,16-18: 2x4 SP No.2 or 2x4 SPF No.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 35, 36, 37 REACTIONS.All bearings 16-11-8. (lb) - Max Horz 32=239(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 26, 27, 28, 29, 30, 22, 21, 20 except 32=-297(LC 10), 18=-237(LC 11), 31=-483(LC 12), 23=-103(LC 13), 19=-456(LC 13) Max Grav All reactions 250 lb or less at joint(s) 26, 24, 27, 28, 29, 30, 23, 22, 21, 20, 19, 25 except 32=619(LC 12), 18=578(LC 13), 31=277(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-398/283, 3-4=-259/162, 15-16=-372/283, 2-32=-325/266, 16-18=-307/266 NOTES-(13-14) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Vertical gable studs spaced at 1-4-0 oc and horizontal gable studs spaced at 2-2-12 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 26, 27, 28, 29, 30, 22, 21, 20 except (jt=lb) 32=297, 18=237, 31=483, 23=103, 19=456. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15312 Truss Type MONO Qty 1 Ply 1 Venice II Job Reference (optional) E11048158 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:53 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-zSrkxYd05VyMkcZmaOw3QxHktuFpGZBXZsxCKHyUVDe Scale = 1:21.0 1 2 3 4 5 7 6 8 6x8 4x4 4x4 3x6 3x4 3x6 3x4 0-3-142-5-10 2-5-10 10-0-0 7-6-6 -0-11-4 0-11-4 2-5-10 2-5-10 10-0-0 7-6-6 0-9-42-10-42.50 12 Plate Offsets (X,Y)-- [2:0-4-3,0-1-6], [6:0-1-8,0-2-0] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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-S 1.00 0.68 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 -0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 49 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 4-7: 2x6 SP No.2 OTHERS 2x6 SP No.2 SLIDER Left 2x4 SP or SPF No.3 or Stud 1-6-11 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 6=283/9-6-8, 2=15/9-6-8, 7=1633/9-6-8 Max Horz 2=88(LC 10) Max Uplift 6=-47(LC 10), 2=-17(LC 17), 7=-288(LC 10) Max Grav 6=330(LC 17), 2=64(LC 16), 7=1717(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-297/93 WEBS 4-7=-694/235 NOTES-(12-13) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2 except (jt=lb) 7=288. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 900 lb down and 141 lb up at 2-5-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard Continued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15312 Truss Type MONO Qty 1 Ply 1 Venice II Job Reference (optional) E11048158 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:53 2017 Page 2 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-zSrkxYd05VyMkcZmaOw3QxHktuFpGZBXZsxCKHyUVDe LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 2-6=-20 Concentrated Loads (lb) Vert: 7=-900(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 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15313 Truss Type MONO Qty 1 Ply 1 Venice II Job Reference (optional) E11048159 8.010 s Aug 11 2017 MiTek Industries, Inc. Wed Oct 11 11:40:54 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-RfP78udesp4CMm7y85SIy8q1IIfJ?wngoWhltjyUVDd Scale = 1:20.6 1 2 3 4 5 7 6 8 9 3x6 3x4 4x8 3x4 3x4 4x4 4x8 4-6-12 4-6-12 10-0-0 5-5-4 -0-11-4 0-11-4 4-6-12 4-6-12 10-0-0 5-5-4 0-9-42-10-40-3-142-10-42.50 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-6], [6:0-3-4,0-1-2] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.45 0.34 0.46 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.04 -0.06 0.01 0.02 (loc) 7 6-7 8 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 44 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x6 SP No.2 SLIDER Left 2x4 SP or SPF No.3 or Stud 2-3-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=574/0-3-8, 8=441/0-1-9 Max Horz 2=87(LC 12) Max Uplift 2=-106(LC 8), 8=-81(LC 12) Max Grav 2=607(LC 19), 8=505(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1107/222, 5-6=-49/304 BOT CHORD 2-7=-286/1015, 6-7=-288/1017 WEBS 4-6=-853/243, 5-8=-529/142 NOTES-(10-11) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 2=106. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15448 Truss Type SPEC Qty 1 Ply 1 Venice II Job Reference (optional) E11230326 8.010 s Aug 11 2017 MiTek Industries, Inc. Fri Dec 01 13:25:26 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-th9y?nhOF0_qvMMjIp7um9tY6k?mePlbdPoiy0yDJxN Scale = 1:71.6 1 2 3 4 5 6 7 8 9 10 11 12 13 21 20 19 18 17 16 15 14 23 24 25 26 27 28 29 30 3x6 5x6 5x6 6x8 6x8 3x4 4x6 6x8 5x10 6x12 MT18H 3x4 8x8 8x8 3x4 3x6 3x4 3x4 4x4 3x8 3x8 3x4 9-6-5 9-6-5 14-2-7 4-8-2 18-4-8 4-2-1 21-9-9 3-5-1 27-4-5 5-6-12 32-11-0 5-6-12 36-0-0 3-1-0 -0-11-4 0-11-4 4-10-2 4-10-2 9-6-5 4-8-2 14-2-7 4-8-2 18-4-8 4-2-1 21-9-9 3-5-1 27-4-5 5-6-12 32-11-0 5-6-12 34-5-0 1-6-0 36-0-0 1-7-0 36-11-4 0-11-4 0-6-610-0-00-6-61-0-010-0-08.00 12 4.30 12 Plate Offsets (X,Y)-- [2:Edge,0-3-2], [6:0-3-12,0-2-0], [8:0-3-12,0-2-0], [9:0-4-0,Edge], [12:0-9-8,Edge], [14:0-1-2,0-1-8], [16:0-4-12,0-3-0], [17:0-3-0,0-0-8], [18:0-2-0,0-2-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.95 0.98 0.99 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.34 -0.51 0.28 0.09 (loc) 17 16-17 12 16-17 l/defl >999 >839 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18H Weight: 237 lb FT = 5% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 8-9,9-13: 2x4 SP No.2D BOT CHORD 2x4 SP No.2D *Except* 17-19,12-22: 2x4 SP No.3 or 2x4 SPF Stud, 16-18,14-16: 2x4 SP No.1 19-21: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 6-20: 2x4 SP No.2 or 2x4 SPF No.2 WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-8-6 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-21,14-15. WEBS 1 Row at midpt 7-18, 7-16, 9-16, 10-15 REACTIONS.(lb/size) 2=1872/0-3-8, 12=1872/0-3-8 Max Horz 2=257(LC 11) Max Uplift 2=-170(LC 12), 12=-170(LC 13) Max Grav 2=2449(LC 31), 12=2449(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3624/433, 3-5=-3177/412, 5-6=-2742/440, 6-7=-2147/411, 7-8=-2178/410, 8-9=-2865/437, 9-10=-3922/450, 10-11=-6127/598, 11-12=-4868/461 BOT CHORD 2-21=-282/2850, 17-18=-30/1984, 16-17=-45/2176, 15-16=-184/3103, 14-15=-423/4997, 12-14=-280/3578 WEBS 3-21=-437/181, 5-18=-574/181, 6-18=-123/1014, 7-18=-351/171, 7-16=-336/192, 8-16=-121/1018, 9-16=-1253/230, 9-15=0/589, 10-15=-1944/246, 10-14=-31/1196, 11-14=-165/1759, 18-21=-128/2303 NOTES-(12-13) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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. 9) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=170, 12=170.Continued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15448 Truss Type SPEC Qty 1 Ply 1 Venice II Job Reference (optional) E11230326 8.010 s Aug 11 2017 MiTek Industries, Inc. Fri Dec 01 13:25:26 2017 Page 2 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-th9y?nhOF0_qvMMjIp7um9tY6k?mePlbdPoiy0yDJxN NOTES-(12-13) 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15449 Truss Type SPEC Qty 1 Ply 1 Venice II Job Reference (optional) E11230327 8.030 s Aug 11 2017 MiTek Industries, Inc. Mon Dec 04 08:11:02 2017 Page 1 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-6hNws3nmepI15BRUmhRxqEm2XSffHh93_sEk_RyCQ8N Scale = 1:70.3 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 22 23 24 25 26 27 28 29 3x6 5x6 5x6 6x8 6x6 3x4 4x6 6x8 5x10 6x12 MT18H 3x4 8x8 8x8 3x4 3x6 3x4 3x4 4x4 3x8 3x8 3x4 9-6-5 9-6-5 14-2-7 4-8-2 18-4-8 4-2-1 21-9-9 3-5-1 27-4-5 5-6-12 32-11-0 5-6-12 36-0-0 3-1-0 4-10-2 4-10-2 9-6-5 4-8-2 14-2-7 4-8-2 18-4-8 4-2-1 21-9-9 3-5-1 27-4-5 5-6-12 32-11-0 5-6-12 34-5-0 1-6-0 36-0-0 1-7-0 36-11-4 0-11-4 0-6-610-0-00-6-61-0-010-0-08.00 12 4.30 12 Plate Offsets (X,Y)-- [1:Edge,0-3-2], [1:0-5-8,0-1-5], [1:0-1-0,0-0-11], [5:0-3-12,0-2-0], [7:0-3-12,0-2-0], [8:0-4-0,Edge], [11:0-9-8,Edge], [11:0-9-12,0-3-13], [11:0-4-14,0-1-12], [11:0-0-8,0-0-5], [13:0-1-2,0-1-8], [15:0-4-12,0-3-0], [16:0-3-0,0-0-8], [17:0-2-0,0-2-4] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.95 1.00 0.99 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.34 -0.51 0.28 0.09 (loc) 16 15-16 11 15-16 l/defl >999 >838 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18H Weight: 236 lb FT = 5% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 7-8,8-12: 2x4 SP No.2D BOT CHORD 2x4 SP No.2D *Except* 16-18,11-21: 2x4 SP No.3 or 2x4 SPF Stud, 15-17,13-15: 2x4 SP No.1 18-20: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 5-19: 2x4 SP No.2 or 2x4 SPF No.2 WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-8-6 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-4-12 oc bracing: 1-20 2-2-0 oc bracing: 13-14. WEBS 1 Row at midpt 6-17, 6-15, 8-15, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=1784/0-3-8 (min. 0-2-6), 11=1873/0-3-8 (min. 0-2-5) Max Horz 1=-254(LC 8) Max Uplift 1=-145(LC 12), 11=-170(LC 13) Max Grav 1=2361(LC 31), 11=2450(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-3635/421, 2-22=-3551/442, 2-3=-3185/388, 3-4=-2850/417, 4-5=-2745/442, 5-23=-2150/413, 6-23=-2150/413, 6-24=-2180/411, 7-24=-2181/411, 7-8=-2867/438, 8-25=-3544/451, 9-25=-3925/431, 9-26=-6109/600, 10-26=-6130/589, 10-11=-4871/463 BOT CHORD 1-20=-288/2863, 17-28=-31/1986, 16-28=-31/1986, 16-29=-46/2179, 15-29=-46/2179, 14-15=-186/3106, 13-14=-425/5000, 11-13=-281/3580 WEBS 2-20=-446/188, 4-17=-578/181, 5-17=-123/1016, 6-17=-344/171, 6-15=-337/192, 7-15=-121/1019, 8-15=-1253/230, 8-14=0/590, 9-14=-1945/246, 9-13=-31/1197, 10-13=-165/1760, 17-20=-129/2309 NOTES-(12-13) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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. 9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 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 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss EA-15449 Truss Type SPEC Qty 1 Ply 1 Venice II Job Reference (optional) E11230327 8.030 s Aug 11 2017 MiTek Industries, Inc. Mon Dec 04 08:11:02 2017 Page 2 NVR Homes, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-6hNws3nmepI15BRUmhRxqEm2XSffHh93_sEk_RyCQ8N NOTES-(12-13) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 1 and 170 lb uplift at joint 11. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 Job ORDERS Truss EA-15546 Truss Type COMN Qty 1 Ply 3 Columbia Job Reference (optional) E11399835 8.010 s Aug 11 2017 MiTek Industries, Inc. Fri Jan 26 12:43:56 2018 Page 1 NVR, X ID:bsHh5fKvgdJIN4dpbWi5NLzNas0-bHG1CUeRFdacz1WHg2J2eqz?khETsMTiqLtHjtzrUAH Scale = 1:33.1 1 2 3 4 5 10 9 8 7 6 11 12 3x4 5x6 6x6 3x4 6x8 6x6 3x4 4x12 4x12 3x4 5-5-8 5-5-8 10-0-0 4-6-8 14-6-8 4-6-8 20-0-0 5-5-8 5-5-8 5-5-8 10-0-0 4-6-8 14-6-8 4-6-8 20-0-0 5-5-8 1-4-93-5-91-4-92.50 12 Plate Offsets (X,Y)-- [1:0-5-4,0-1-8], [5:0-5-4,0-1-8], [7:0-2-4,0-2-8], [8:0-4-0,0-3-4], [9:0-2-4,0-2-8] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Plate Metal DOL Lumber DOL Rep Stress Incr Code 2-0-0 0.90 0.90 0.90 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.99 0.93 0.98 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.02 -0.22 0.05 0.01 (loc) 8 7-8 6 9 l/defl >999 >999 n/a >999 L/d 600 600 n/a 240 PLATES MT20 Weight: 346 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 1-9,5-7: 2x4 SP No.2 or 2x4 SPF No.2, 1-10,5-6: 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 10=3715/0-3-8, 6=6370/0-3-8 Max Horz 10=-21(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8349/0, 2-3=-8763/0, 3-4=-8920/0, 4-5=-11370/0, 1-10=-3607/0, 5-6=-6240/0 BOT CHORD 9-10=0/607, 8-9=0/8090, 7-8=0/10699, 6-7=0/1487 WEBS 2-9=-1504/0, 3-8=0/1109, 4-7=-1887/0, 2-8=0/651, 4-8=-2651/0, 1-9=0/7631, 5-7=0/9395 NOTES-(8-9) 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 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) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 6-10=-20, 1-2=-140 Trapezoidal Loads (plf) Vert: 2=-436-to-3=-520, 3=-520-to-5=-870 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01061 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053123 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:18 2018 Page 1 NVR, Frederick, MD - 21703, ID:rGk9TmskjqsaGCQI5m7tqFyUXzi-KbSS3lFnuy0LwKpVK?zUCzIRlkg8cNfCOR6u0XysBD? Scale = 1:7.8 1 2 3 2x4 2x4 3x4 2-4-13 2-4-13 1-2-7 1-2-7 2-4-13 1-2-7 1-0-010.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.03 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=80/2-4-13, 3=80/2-4-13 Max Horz 1=22(LC 9) Max Uplift 1=-15(LC 12), 3=-15(LC 13) Max Grav 1=85(LC 18), 3=85(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01062 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053124 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:19 2018 Page 1 NVR, Frederick, MD - 21703, ID:rGk9TmskjqsaGCQI5m7tqFyUXzi-oo0qG5GQfG8CYUOhtiUjkBqYO7wwLquLc5sRYzysBD_ Scale = 1:12.7 1 2 3 2x4 2x4 3x4 4-9-10 4-9-10 2-4-13 2-4-13 4-9-10 2-4-13 2-0-010.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.23 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 15 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=200/4-9-10, 3=200/4-9-10 Max Horz 1=-56(LC 8) Max Uplift 1=-38(LC 12), 3=-38(LC 13) Max Grav 1=232(LC 18), 3=232(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01063 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053125 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:20 2018 Page 1 NVR, Frederick, MD - 21703, ID:neswtSu_FS7HVWahDBALvgyUXzg-G_aCURH2QZG39dzuRP0yHONc6XJc4GOUrlb_3QysBCz Scale = 1:20.9 1 2 3 4 2x4 2x4 4x6 2x4 7-2-6 7-2-6 3-7-3 3-7-3 7-2-6 3-7-3 3-0-010.00 12 LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.68 0.18 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 27 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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) 1=186/7-2-6, 3=186/7-2-6, 4=268/7-2-6 Max Horz 1=-90(LC 8) Max Uplift 1=-56(LC 13), 3=-67(LC 13), 4=-12(LC 12) Max Grav 1=257(LC 18), 3=257(LC 19), 4=271(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01064 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053126 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:21 2018 Page 1 NVR, Frederick, MD - 21703, ID:GrQI5ouc0lF87g9tnuhaStyUXzf-lA8ahnHgBtOwnnX4?7XBpcwoxxbYpixe4PLYbsysBCy Scale = 1:26.8 1 2 3 44x4 4x4 4x6 2x4 9-7-3 9-7-3 4-9-9 4-9-9 9-7-3 4-9-10 4-0-010.00 12 Plate Offsets (X,Y)-- [1:0-1-2,0-0-6], [3:0-0-15,0-3-2] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.61 0.39 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 36 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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) 1=239/9-7-3, 3=239/9-7-3, 4=402/9-7-3 Max Horz 1=124(LC 9) Max Uplift 1=-63(LC 13), 3=-79(LC 13), 4=-46(LC 12) Max Grav 1=355(LC 18), 3=355(LC 19), 4=421(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-276/110, 2-3=-276/96 WEBS 2-4=-282/86 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01065 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053127 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:22 2018 Page 1 NVR, Frederick, MD - 21703, ID:GrQI5ouc0lF87g9tnuhaStyUXzf-DNiyv7IIyBWnPx6GZq2QMpSybL_ZY9snI3458IysBCx Scale = 1:30.5 1 2 3 4 5 8 7 6 9 10 3x4 3x4 4x6 2x4 2x4 2x4 2x4 2x4 12-0-0 12-0-0 6-0-0 6-0-0 12-0-0 6-0-0 5-0-010.00 12 LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.68 0.21 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 49 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 1=-158(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-253(LC 12), 6=-253(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=321(LC 18), 8=566(LC 18), 6=566(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-263/135, 3-4=-263/104 WEBS 2-8=-514/299, 4-6=-514/299 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=253, 6=253. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01066 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053128 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:23 2018 Page 1 NVR, Frederick, MD - 21703, ID:k1_gI8vEn3N?lqk4KcCp_5yUXze-hZFL6SJwjUee05hT6YZfu0?7MlK_HbQxXjqegkysBCw Scale = 1:33.1 1 2 3 4 5 9 8 7 6 10 11 4x6 14-4-13 14-4-13 7-2-7 7-2-7 14-4-13 7-2-7 6-0-010.00 12 Plate Offsets (X,Y)-- [7:0-2-0,0-0-12] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.68 0.20 0.16 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 62 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 14-4-13. (lb) - Max Horz 1=192(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-273(LC 12), 6=-273(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=319(LC 19), 9=577(LC 18), 6=577(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-261/164, 3-4=-261/125 WEBS 2-9=-503/313, 4-6=-503/313 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 9=273, 6=273. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01067 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053129 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:24 2018 Page 1 NVR, Frederick, MD - 21703, ID:CDY2WTwtYNVsMzJGuJj2XIyUXzd-9lpjJoKYUomVeFGfgF4uREYNi8fZ02n4mNZCCBysBCv Scale = 1:38.2 1 2 3 4 5 9 8 7 61011 4x6 16-9-10 16-9-10 8-4-13 8-4-13 16-9-10 8-4-13 7-0-010.00 12 Plate Offsets (X,Y)-- [7:0-2-0,0-0-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.38 0.30 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 75 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 16-9-10. (lb) - Max Horz 1=-226(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-319(LC 10), 6=-319(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=376(LC 20), 9=489(LC 17), 6=488(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-349/360, 4-6=-349/359 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=319, 6=319. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01068 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053130 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:25 2018 Page 1 NVR, Frederick, MD - 21703, ID:gP6QjpxVJgdj_7tSS1EH4WyUXzc-dyN5X8LAF6vMGPrrEzb7_R4YsY?ZlUrD?1JlkdysBCu Scale = 1:45.3 1 2 3 4 5 6 7 13 12 11 10 9 8 4x6 5x6 5x6 19-2-6 19-2-6 9-7-3 9-7-3 19-2-6 9-7-3 8-0-010.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [5:0-3-0,0-3-0], [10:0-2-0,0-0-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.36 0.32 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 90 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 19-2-6. (lb) - Max Horz 1=-259(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-136(LC 8), 12=-289(LC 10), 13=-200(LC 10), 9=-289(LC 11), 8=-200(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 11=405(LC 20), 12=467(LC 17), 13=283(LC 17), 9=467(LC 18), 8=284(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-311/214, 6-7=-259/137 WEBS 3-12=-326/338, 5-9=-325/338 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 1=136, 12=289, 13=200, 9=289, 8=200. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01081 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367803 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:40 2018 Page 1 NVR, Frederick, MD - 21703, ID:NLiCpE3myltIBgeN17QdUdyUXzS-A8eUohr3eUe?fWnXGCgR8ZHBBYF7oFYE5vRXTRyO7XL Scale = 1:9.4 1 2 3 2x4 2x4 3x4 3-2-6 3-2-6 1-7-3 1-7-3 3-2-6 1-7-3 1-4-010.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.09 0.11 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=122/3-2-6, 3=122/3-2-6 Max Horz 1=-34(LC 8) Max Uplift 1=-23(LC 12), 3=-23(LC 13) Max Grav 1=133(LC 18), 3=133(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01082 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367804 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:40 2018 Page 1 NVR, Frederick, MD - 21703, ID:rXGa1a3Oj309ppDabrxs0qyUXzR-A8eUohr3eUe?fWnXGCgR8ZH5cY6AoFYE5vRXTRyO7XL Scale = 1:18.0 1 2 3 2x4 2x4 3x4 6-4-13 6-4-13 3-2-7 3-2-7 6-4-13 3-2-7 2-8-010.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.51 0.68 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 21 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud 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) 1=284/6-4-13, 3=284/6-4-13 Max Horz 1=-79(LC 8) Max Uplift 1=-54(LC 12), 3=-54(LC 13) Max Grav 1=343(LC 18), 3=343(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-266/153, 2-3=-266/153 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01083 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367805 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:41 2018 Page 1 NVR, Frederick, MD - 21703, ID:HDXEPSc1Tyi5253zxjFw80ygLJh-eKCs01shPomsGgMjqvBghnpEcyWzXhJNKZA5?tyO7XK Scale = 1:26.3 1 2 3 4 5 6 4x4 4x4 4x6 2x4 9-7-3 9-7-3 4-9-9 4-9-9 9-7-3 4-9-10 4-0-010.00 12 LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.62 0.39 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 36 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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) 1=243/9-7-3, 3=243/9-7-3, 4=408/9-7-3 Max Horz 1=-124(LC 8) Max Uplift 1=-63(LC 13), 3=-79(LC 13), 4=-46(LC 12) Max Grav 1=361(LC 18), 3=361(LC 19), 4=426(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-281/110, 2-3=-281/110 WEBS 2-4=-287/139 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-4-13 to 3-4-13, Exterior(2R) 3-4-13 to 6-2-6, Exterior(2E) 6-2-6 to 9-2-6 zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01084 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367806 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:42 2018 Page 1 NVR, Frederick, MD - 21703, ID:kIW5ty6vnHWbHRXLqg0oBgyUXzN-6XmEDNtJA6ujuqwwNcivE_MOFLu5G71WYDweXJyO7XJ Scale = 1:30.4 1 2 3 4 5 9 8 7 6 10 11 12 13 4x6 12-9-10 12-9-10 6-4-13 6-4-13 12-9-10 6-4-13 5-4-010.00 12 Plate Offsets (X,Y)-- [7:0-2-0,0-1-0] LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.69 0.21 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 54 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 12-9-10. (lb) - Max Horz 1=-169(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-255(LC 12), 6=-255(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=326(LC 19), 9=571(LC 18), 6=571(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-267/146, 3-4=-267/146 WEBS 2-9=-512/310, 4-6=-512/310 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-4-13 to 3-4-13, Exterior(2R) 3-4-13 to 9-4-13, Exterior(2E) 9-4-13 to 12-4-13 zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 9=255, 6=255. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01085 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367807 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:44 2018 Page 1 NVR, Frederick, MD - 21703, ID:CU3T4H7XYbeSvb6XOOX1juyUXzM-3vt_e3uZij8R784IV1kNJPRjW9afk0Up0XPlcCyO7XH Scale = 1:38.2 1 2 3 4 5 9 8 7 6 10 11 12 13 4x6 16-0-0 16-0-0 8-0-0 8-0-0 16-0-0 8-0-0 6-8-010.00 12 Plate Offsets (X,Y)-- [7:0-2-0,0-1-0] LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.70 0.20 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 71 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 16-0-0. (lb) - Max Horz 1=-214(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-302(LC 12), 6=-302(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=311(LC 18), 9=629(LC 18), 6=629(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-266/183, 3-4=-266/164 WEBS 2-9=-539/342, 4-6=-539/342 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 5-0-0, Exterior(2R) 5-0-0 to 11-0-0, Interior(1) 11-0-0 to 12-7-3, Exterior(2E) 12-7-3 to 15-7-3 zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=302, 6=302. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01086 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367808 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:45 2018 Page 1 NVR, Frederick, MD - 21703, ID:ghdsHd89JvmJXkhjy52GG5yUXzL-X6RNrPvBT1GIlHfV3lFcrd_tqZw_TS5zEB8I8eyO7XG Scale = 1:43.3 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 4x6 5x6 5x6 19-2-7 19-2-7 9-7-3 9-7-3 19-2-7 9-7-4 8-0-010.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-3-4], [5:0-3-0,0-3-4] LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.73 0.20 0.30 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 90 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 19-2-7. (lb) - Max Horz 1=259(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-136(LC 10), 12=-289(LC 12), 13=-200(LC 12), 9=-289(LC 13), 8=-200(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 11=327(LC 19), 12=612(LC 18), 13=347(LC 21), 9=612(LC 19), 8=347(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-311/214, 3-4=-268/220, 4-5=-268/186, 6-7=-259/137 WEBS 3-12=-530/338, 2-13=-284/246, 5-9=-530/338, 6-8=-284/247 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 6-7-3, Exterior(2R) 6-7-3 to 12-7-3, Interior(1) 12-7-3 to 15-9-10, Exterior(2E) 15-9-10 to 18-9-10 zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 1=136, 12=289, 13=200, 9=289, 8=200. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01261 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053149 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:50 2018 Page 1 NVR, Frederick, MD - 21703, ID:ZStM7?BgM7Gk?M_VBx6CQxyUXzH-OlOYnhesMn2pmEFfCjY_Vjduqdbu6ravlQta7gysBCV Scale = 1:7.8 1 2 3 2x4 2x4 3x4 2-0-0 2-0-0 1-0-0 1-0-0 2-0-0 1-0-0 1-0-012.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.02 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=65/2-0-0, 3=65/2-0-0 Max Horz 1=22(LC 9) Max Uplift 1=-11(LC 12), 3=-11(LC 13) Max Grav 1=69(LC 18), 3=69(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01262 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053150 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:50 2018 Page 1 NVR, Frederick, MD - 21703, ID:1eRlLLCI7RObdWZhkeeRz9yUXzG-OlOYnhesMn2pmEFfCjY_VjdsldYx6ravlQta7gysBCV Scale = 1:12.8 1 2 3 2x4 2x4 3x4 4-0-0 4-0-0 2-0-0 2-0-0 4-0-0 2-0-0 2-0-012.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.15 0.22 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 13 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=165/4-0-0, 3=165/4-0-0 Max Horz 1=56(LC 9) Max Uplift 1=-29(LC 12), 3=-29(LC 13) Max Grav 1=191(LC 18), 3=191(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01263 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053151 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:51 2018 Page 1 NVR, Frederick, MD - 21703, ID:1eRlLLCI7RObdWZhkeeRz9yUXzG-syyw_1fU75AgNOqrlQ3D1w9yl1virIG2z4c7f7ysBCU Scale = 1:21.2 1 2 3 4 2x4 2x4 4x6 2x4 6-0-0 6-0-0 3-0-0 3-0-0 6-0-0 3-0-0 3-0-012.00 12 LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.46 0.12 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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) 1=162/6-0-0, 3=162/6-0-0, 4=205/6-0-0 Max Horz 1=90(LC 9) Max Uplift 1=-55(LC 13), 3=-55(LC 13), 4=-3(LC 12) Max Grav 1=221(LC 18), 3=221(LC 19), 4=207(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01264 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053152 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:52 2018 Page 1 NVR, Frederick, MD - 21703, ID:Vr?7YhDwulWSFf8tIM9hVMyUXzF-K8WICNf6uPIX?YP1J7aSa8i?RRDGak1CCkMhBZysBCT Scale = 1:26.1 1 2 3 42x4 2x4 4x6 2x4 8-0-0 8-0-0 4-0-0 4-0-0 8-0-0 4-0-0 4-0-012.00 12 LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.97 0.23 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 32 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=223/8-0-0, 3=223/8-0-0, 4=283/8-0-0 Max Horz 1=123(LC 9) Max Uplift 1=-76(LC 13), 3=-76(LC 13), 4=-4(LC 12) Max Grav 1=321(LC 18), 3=321(LC 19), 4=295(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01265 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053153 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:52 2018 Page 1 NVR, Frederick, MD - 21703, ID:z1YVl0DYf2eJspj3s3gw2ZyUXzE-K8WICNf6uPIX?YP1J7aSa8i3MR9cak5CCkMhBZysBCT Scale = 1:32.4 1 2 3 4 5 6 4x4 4x4 4x6 2x4 10-0-0 10-0-0 5-0-0 5-0-0 10-0-0 5-0-0 5-0-012.00 12 LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.72 0.46 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 41 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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) 1=269/10-0-0, 3=269/10-0-0, 4=392/10-0-0 Max Horz 1=157(LC 11) Max Uplift 1=-80(LC 13), 3=-80(LC 13), 4=-42(LC 12) Max Grav 1=380(LC 18), 3=380(LC 19), 4=420(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-322/130, 2-3=-322/102 WEBS 2-4=-270/78 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01266 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12053154 8.220 s May 24 2018 MiTek Industries, Inc. Wed Aug 1 14:49:53 2018 Page 1 NVR, Frederick, MD - 21703, ID:RD6tzMEAQMmAUzIGQnB9anyUXzD-pK4gPjgkfiQOdi_Etr6i6LFE?qZpJA4LRO5Ek?ysBCS Scale = 1:37.6 1 2 3 4 5 8 7 63x4 3x4 4x6 2x4 2x4 2x4 2x4 2x4 12-0-0 12-0-0 6-0-0 6-0-0 12-0-0 6-0-0 6-0-012.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-1-12] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.73 0.21 0.14 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 54 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 1=-191(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-314(LC 12), 6=-313(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=302(LC 18), 8=549(LC 18), 6=549(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-306/153, 3-4=-306/122 WEBS 2-8=-498/359, 4-6=-498/359 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=314, 6=313. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01281 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367809 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:46 2018 Page 1 NVR, Frederick, MD - 21703, ID:Cmbve5KCXpn1SCvouSK1vTyUXz5-?I?l3kwqEKO9NREhcSnrOqXCqzI8Cz16Trusg5yO7XF Scale = 1:9.5 1 2 3 2x4 2x4 3x4 2-8-0 2-8-0 1-4-0 1-4-0 2-8-0 1-4-0 1-4-012.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.08 0.07 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=100/2-8-0, 3=100/2-8-0 Max Horz 1=33(LC 9) Max Uplift 1=-17(LC 12), 3=-17(LC 13) Max Grav 1=109(LC 18), 3=109(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01282 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367810 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:48 2018 Page 1 NVR, Frederick, MD - 21703, ID:27hOQ4r9sPyKNZIeexeJrnyvv51-xh7VUQx4myetclO4ktpJTFcUBmtegsWPx8NzlzyO7XD Scale = 1:18.3 1 2 3 2x4 2x4 3x4 5-4-0 5-4-0 2-8-0 2-8-0 5-4-0 2-8-0 2-8-012.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.34 0.45 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=235/5-4-0, 3=235/5-4-0 Max Horz 1=78(LC 9) Max Uplift 1=-40(LC 12), 3=-40(LC 13) Max Grav 1=283(LC 18), 3=283(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01283 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367811 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:48 2018 Page 1 NVR, Frederick, MD - 21703, ID:AhsHSMf2YmO??CqTMsWXX8ypa7A-xh7VUQx4myetclO4ktpJTFcK2mxAgrTPx8NzlzyO7XD Scale = 1:26.7 1 2 3 4 5 6 2x4 2x4 4x6 2x4 8-0-0 8-0-0 4-0-0 4-0-0 8-0-0 4-0-0 4-0-012.00 12 LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.99 0.23 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 32 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=227/8-0-0, 3=227/8-0-0, 4=287/8-0-0 Max Horz 1=-123(LC 8) Max Uplift 1=-76(LC 13), 3=-76(LC 13), 4=-4(LC 12) Max Grav 1=327(LC 18), 3=327(LC 19), 4=298(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-4-4 to 3-4-4, Exterior(2R) 3-4-4 to 4-7-12, Exterior(2E) 4-7-12 to 7-7-12 zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01284 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367812 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:49 2018 Page 1 NVR, Frederick, MD - 21703, ID:cLH1H7N4qk9cJfeNZbukX5yUXz2-PththmyiXFmkEvzGIaKY0T9ZHAHnPHVY9o6WHQyO7XC Scale = 1:33.4 1 2 3 4 5 8 7 6 9 10 3x4 3x4 4x6 2x4 3x6 2x4 3x6 2x4 10-8-0 10-8-0 5-4-0 5-4-0 10-8-0 5-4-0 5-4-012.00 12 LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.77 0.20 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 46 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 10-8-0. (lb) - Max Horz 1=-169(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 1=-159(LC 10), 5=-130(LC 11), 8=-341(LC 12), 6=-341(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=300(LC 18), 8=633(LC 18), 6=633(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-269/187, 2-3=-314/149, 3-4=-314/149 WEBS 2-8=-595/469, 4-6=-595/469 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-4-4 to 3-4-4, Exterior(2R) 3-4-4 to 7-3-12, Exterior(2E) 7-3-12 to 10-3-12 zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint 1, 130 lb uplift at joint 5, 341 lb uplift at joint 8 and 341 lb uplift at joint 6. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01285 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367813 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:50 2018 Page 1 NVR, Frederick, MD - 21703, ID:cLH1H7N4qk9cJfeNZbukX5yUXz2-t3EGu6zKIZuas3YSrIrnYghkcad08kAiOSs3psyO7XB Scale = 1:37.9 1 2 3 4 5 9 8 7 6 10 11 12 13 4x6 13-4-0 13-4-0 6-8-0 6-8-0 13-4-0 6-8-0 6-8-012.00 12 Plate Offsets (X,Y)-- [7:0-2-0,0-1-0] LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.73 0.20 0.18 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 62 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 13-4-0. (lb) - Max Horz 1=-214(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-323(LC 12), 6=-323(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=307(LC 18), 9=553(LC 18), 6=553(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-310/173, 3-4=-310/173 WEBS 2-9=-490/376, 4-6=-490/376 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 3-8-0, Exterior(2R) 3-8-0 to 9-8-0, Interior(1) 9-8-0 to 9-11-12, Exterior(2E) 9-11-12 to 12-11-12 zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 9=323, 6=323. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-01286 Truss Type VCOM Qty 1 Ply 1 00_MidAtlantic Job Reference (optional) E12367814 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:52 2018 Page 1 NVR, Frederick, MD - 21703, ID:5XrPUTNib2HTwpCZ7IPz4JyUXz1-qSM0Jo?apA9I5MhrzjtFd5n41NJTccS?rmLAukyO7X9 Scale = 1:44.9 1 2 3 4 5 9 8 7 6 10 11 12 13 4x6 16-0-0 16-0-0 8-0-0 8-0-0 16-0-0 8-0-0 8-0-012.00 12 Plate Offsets (X,Y)-- [7:0-2-0,0-1-0] LOADING (psf) TCLL (Ground Snow=40.0) TCDL BCLL BCDL 30.8 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.73 0.21 0.26 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 77 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 16-0-0. (lb) - Max Horz 1=-259(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-377(LC 12), 6=-377(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=293(LC 18), 9=607(LC 18), 6=607(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-309/205, 3-4=-309/187 WEBS 2-9=-516/415, 4-6=-516/415 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 5-0-0, Exterior(2R) 5-0-0 to 11-0-0, Interior(1) 11-0-0 to 12-7-12, Exterior(2E) 12-7-12 to 15-7-12 zone; cantilever 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 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 9=377, 6=377. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-93359 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12056882 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 2 12:14:38 2018 Page 1 NVR, Frederick, MD - 21703, ID:CXVhRKpIfg3iGzxm39cOWfy6qRT-HDL_slZS14Kw40TL6ZZPp0NWjGZFzHRa5oWknXyruO? Scale = 1:43.5 1 2 3 4 5 9 8 7 63x4 4x4 4x6 3x4 3x4 3x4 3x4 3x4 14-0-0 14-0-0 7-0-0 7-0-0 14-0-0 7-0-0 7-0-012.00 12 Plate Offsets (X,Y)-- [7:0-1-12,0-0-0], [8:0-2-0,0-1-4], [8:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.72 0.20 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 66 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 14-0-0. (lb) - Max Horz 1=225(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-333(LC 12), 6=-333(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=301(LC 18), 9=552(LC 18), 6=552(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-303/179, 3-4=-303/142 WEBS 2-9=-482/373, 4-6=-482/372 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 9=333, 6=333. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-93360 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E12056883 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 2 12:14:39 2018 Page 1 NVR, Frederick, MD - 21703, ID:RobyT1KGXtUcwaj14huUmky6qQo-lPvN35a4oNSniA2YgH4eMEvhOgvOijlkKRFHK_yruO_ Scale = 1:49.7 1 2 3 4 5 9 8 7 63x4 4x4 4x6 3x4 3x4 3x4 3x4 3x4 16-0-0 16-0-0 8-0-0 8-0-0 16-0-0 8-0-0 8-0-012.00 12 Plate Offsets (X,Y)-- [7:0-1-12,0-0-0], [8:0-2-0,0-1-4], [8:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-S 0.72 0.21 0.26 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 77 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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 16-0-0. (lb) - Max Horz 1=-259(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-377(LC 12), 6=-377(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=289(LC 19), 9=597(LC 18), 6=597(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-303/205, 3-4=-303/163 WEBS 2-9=-507/415, 4-6=-507/415 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 9=377, 6=377. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-95143 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E11574958 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Mar 22 10:33:36 2018 Page 1 NVR, X ID:TfN20E8yHWk9LxEKnyI5GAyoytu-mrT9Pl1v1CA4Z2j?sAg_PMj2cNBrlZlZTSQgd1zYPWj Scale = 1:51.3 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 26 27 4x6 5x6 5x6 18-0-0 18-0-0 9-0-0 9-0-0 18-0-0 9-0-0 9-0-012.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-3-0], [10:0-3-0,0-3-0], [20:0-2-0,0-0-12] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.14 0.11 0.17 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 142 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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. WEBS 1 Row at midpt 7-19 REACTIONS.All bearings 18-0-0. (lb) - Max Horz 1=-293(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 19, 21, 24, 18, 15, 13 except 1=-112(LC 10), 22=-127(LC 12), 23=-111(LC 12), 25=-167(LC 12), 17=-129(LC 13), 16=-111(LC 13), 14=-167(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 21, 22, 23, 24, 25, 18, 17, 16, 15, 14, 13 except 19=257(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-365/240, 12-13=-315/214 BOT CHORD 1-25=-177/267, 24-25=-177/267, 23-24=-177/267, 22-23=-182/269, 21-22=-182/269, 19-21=-182/269, 18-19=-182/269, 17-18=-182/269, 16-17=-182/269, 15-16=-177/265, 14-15=-177/265, 13-14=-177/265 WEBS 7-19=-251/182 NOTES-(8-9) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 21, 24, 18, 15, 13 except (jt=lb) 1=112, 22=127, 23=111, 25=167, 17=129, 16=111, 14=167. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-95144 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E11574959 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Mar 22 10:33:37 2018 Page 1 NVR, X ID:TfN20E8yHWk9LxEKnyI5GAyoytu-E10Xc52XoVIxBCICPuCDyZGDanWAU07ji6AD9UzYPWi Scale = 1:50.3 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 26 27 4x6 5x6 5x6 17-7-12 17-7-12 8-9-14 8-9-14 17-7-12 8-9-14 8-9-1412.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-3-0], [10:0-3-0,0-3-0], [19:0-2-0,0-1-0] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.13 0.10 0.16 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 138 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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. WEBS 1 Row at midpt 7-20 REACTIONS.All bearings 17-7-12. (lb) - Max Horz 1=-287(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 24, 18, 15, 13 except 1=-115(LC 10), 22=-124(LC 12), 23=-110(LC 12), 25=-154(LC 12), 17=-127(LC 13), 16=-110(LC 13), 14=-154(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 21, 22, 23, 24, 25, 18, 17, 16, 15, 14, 13 except 20=252(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-363/236, 12-13=-313/213 BOT CHORD 1-25=-174/262, 24-25=-174/262, 23-24=-174/262, 22-23=-177/263, 21-22=-177/263, 20-21=-177/263, 18-20=-177/263, 17-18=-177/263, 16-17=-177/263, 15-16=-174/260, 14-15=-174/260, 13-14=-174/260 NOTES-(8-9) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 24, 18, 15, 13 except (jt=lb) 1=115, 22=124, 23=110, 25=154, 17=127, 16=110, 14=154. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-95145 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E11574960 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Mar 22 10:33:38 2018 Page 1 NVR, X ID:TfN20E8yHWk9LxEKnyI5GAyoytu-iDavqQ39ZpQopMsOzbjSUnoOrBs2DT9swmvnhwzYPWh Scale = 1:56.4 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 25 27 26 28 29 30 31 32 4x6 5x6 5x6 8x8 8-0-0 2-0-0 8-0-0 0-9-123-0-05-2-49-0-0 9-0-0 18-0-0 9-0-0 9-0-0 9-0-0 18-0-0 9-0-0 9-0-012.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-3-0], [10:0-3-0,0-3-0], [19:0-4-0,0-3-0] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.16 0.13 0.17 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 143 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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): 27, 28 REACTIONS.All bearings 18-0-0. (lb) - Max Horz 1=-293(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 20, 23, 15, 13 except 1=-102(LC 10), 21=-140(LC 12), 22=-109(LC 12), 24=-166(LC 12), 17=-144(LC 13), 16=-109(LC 13), 14=-166(LC 13) Max Grav All reactions 250 lb or less at joint(s) 20, 18, 21, 22, 23, 24, 17, 16, 15, 14, 19 except 1=276(LC 12), 13=255(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-425/276, 2-3=-282/165, 11-12=-251/155, 12-13=-394/276 BOT CHORD 1-24=-221/323, 23-24=-221/323, 22-23=-221/323, 21-22=-224/324, 20-21=-224/324, 19-20=-222/319, 18-19=-222/319, 17-18=-224/324, 16-17=-224/324, 15-16=-221/321, 14-15=-221/321, 13-14=-221/321 NOTES-(8-9) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 23, 15, 13 except (jt=lb) 1=102, 21=140, 22=109, 24=166, 17=144, 16=109, 14=166. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 Job ORDERS Truss VT-95146 Truss Type VCOM Qty 1 Ply 1 02_Valley Job Reference (optional) E11574961 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Mar 22 10:33:40 2018 Page 1 NVR, X ID:TfN20E8yHWk9LxEKnyI5GAyoytu-ecifF64Q4QgV2g0n50lwaCukZ_YdhNl9O3OumpzYPWf Scale = 1:55.7 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 1425 27 26 2829 30 31 4x6 5x6 5x6 5x6 5x6 7-9-14 2-0-0 3-0-05-2-47-9-14 0-7-1017-7-12 17-7-12 8-9-14 8-9-14 17-7-12 8-9-14 8-9-1412.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-3-0], [10:0-3-0,0-3-0], [18:0-2-8,0-2-8], [19:0-2-0,0-1-0], [20:0-0-0,0-2-8] LOADING (psf) TCLL (Roof Snow=30.0) TCDL BCLL BCDL 30.0 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 0.15 0.12 0.16 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 139 lb FT = 5% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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): 27, 28 REACTIONS.All bearings 17-7-12. (lb) - Max Horz 1=-287(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 13, 20, 23, 15 except 21=-143(LC 12), 22=-107(LC 12), 24=-154(LC 12), 17=-147(LC 13), 16=-107(LC 13), 14=-154(LC 13), 1=-104(LC 10) Max Grav All reactions 250 lb or less at joint(s) 20, 18, 21, 22, 23, 24, 17, 16, 15, 14 except 13=255(LC 13), 1=276(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-421/273, 2-3=-288/166, 11-12=-259/162, 12-13=-391/273 BOT CHORD 1-24=-217/316, 23-24=-217/316, 22-23=-217/316, 21-22=-220/318, 20-21=-220/318, 18-20=-212/305, 17-18=-220/318, 16-17=-220/318, 15-16=-217/315, 14-15=-217/315, 13-14=-217/315 NOTES-(8-9) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 20, 23, 15 except (jt=lb) 21=143, 22=107, 24=154, 17=147, 16=107, 14=154, 1=104. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 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. 818 Soundside Road Edenton, NC 27932 November 28,2018 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS 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 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL 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.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 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"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. 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 InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015WEBSedge 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 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 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 System General 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.6-4-8dimensions shown in ft-in-sixteenthsWEBSTrusses 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.