Loading...
HomeMy WebLinkAboutM003.0Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by 84 Components - 0783. Pages or sheets covered by this seal: I35171419 thru I35171449 My license renewal date for the state of Indiana is July 31, 2020. 1802710R 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: TG84 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. November 2,2018 Liu, Xuegang Job 1802710R Truss AGE1 Truss Type MONOPITCH SUPPORTED Qty 1 Ply 1 TG84 Job Reference (optional) I35171419 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:34 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-stllk1INFsMX6tj1ETyctLR_b2XN8gvnQPf5Y0yNYHN Scale = 1:59.0 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 23 3x6 3x6 3x6 18-5-0 18-5-0 18-5-0 18-5-0 0-7-1411-4-137.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.18 0.11 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 12 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 109 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 11-12: 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 10-13,9-14,8-15: 2x4 SPF No.2 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. WEBS 1 Row at midpt 11-12, 10-13, 9-14 REACTIONS.All bearings 18-5-8. (lb) - Max Horz 22=320(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 22, 12, 13, 14, 15, 17, 18, 19, 20 except 21=-155(LC 12) Max Grav All reactions 250 lb or less at joint(s) 22, 12, 13, 14, 15, 17, 18, 19, 20, 21 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-373/301, 2-3=-302/240, 3-4=-269/216 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 15-3-4, Corner(3) 15-3-4 to 18-3-4 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 12, 13, 14, 15, 17, 18, 19, 20 except (jt=lb) 21=155. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss AGE2 Truss Type MONOPITCH SUPPORTED Qty 1 Ply 1 TG84 Job Reference (optional) I35171420 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:35 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-K3J7yNJ?0AUOk1IEoATrPYzARSuwt6oxf3Oe4SyNYHM Scale = 1:56.4 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 243x6 3x4 4x4 3x6 17-8-8 17-8-8 -1-0-0 1-0-0 17-8-8 17-8-8 0-7-1410-11-137.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-0-3], [19:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.11 0.03 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 1 1 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 106 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 12-15,11-16: 2x4 SPF No.2 SLIDER Left 2x4 SPF Stud 1-6-5 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. WEBS 1 Row at midpt 13-14, 12-15, 11-16 REACTIONS.All bearings 17-8-8. (lb) - Max Horz 2=421(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 14, 2, 15, 16, 17, 18, 20, 21, 22 except 23=-158(LC 12) Max Grav All reactions 250 lb or less at joint(s) 14, 15, 16, 17, 18, 20, 21, 22, 23 except 2=279(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-499/418, 4-5=-397/336, 5-6=-346/293, 6-7=-293/249 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 1-8-8, Exterior(2) 1-8-8 to 14-6-12, Corner(3) 14-6-12 to 17-6-12 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) 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 2, 15, 16, 17, 18, 20, 21, 22 except (jt=lb) 23=158. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss AH01 Truss Type Half Hip Qty 1 Ply 1 TG84 Job Reference (optional) I35171421 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:37 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-GSRtM3KFYnk6zKScvbVJUz3VjGZLL23E7Ntl9LyNYHK Scale = 1:18.1 1 2 3 4 6 5 1.5x4 3x4 1.5x4 4x4 2x4 3-10-4 3-10-4 -1-1-12 1-1-12 2-10-12 2-10-12 3-10-4 0-11-8 1-4-23-0-77.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.19 0.09 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=128/Mechanical, 6=234/Mechanical Max Horz 6=69(LC 12) Max Uplift 5=-51(LC 9), 6=-11(LC 12) Max Grav 5=145(LC 28), 6=375(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-334/67 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss AM01 Truss Type MONOPITCH Qty 3 Ply 1 TG84 Job Reference (optional) I35171422 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:38 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-ke?GaPLtJ4szbU1oTI0Y1BbWBfj74QnNL1dIhnyNYHJ Scale = 1:62.3 1 2 3 4 5 6 9 8 7 10 11 12 13 14 3x6 3x4 4x6 3x6 4x4 4x4 5x9 1.5x4 4x4 9-2-12 9-2-12 18-5-0 9-2-4 6-3-0 6-3-0 12-2-8 5-11-8 18-5-0 6-2-8 0-7-1411-4-137.00 12 Plate Offsets (X,Y)-- [1:0-3-13,Edge], [8:0-0-0,0-1-12], [8:0-2-4,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) 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 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.71 0.82 0.32 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.32 -0.47 0.02 (loc) 7-9 7-9 7 l/defl >696 >465 n/a L/d 240 180 n/a PLATES MT20 Weight: 87 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-9: 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 3-6-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7, 5-7 REACTIONS.(lb/size) 7=758/Mechanical, 1=903/0-3-8 Max Horz 1=333(LC 12) Max Uplift 7=-212(LC 12), 1=-12(LC 12) Max Grav 7=890(LC 18), 1=922(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1197/1, 3-5=-876/16 BOT CHORD 1-9=-259/946, 7-9=-133/483 WEBS 3-9=-385/163, 5-9=-71/644, 5-7=-748/209 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-3-4, Exterior(2) 15-3-4 to 18-3-4 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=212. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1. This connection is for uplift only and does not consider lateral forces. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-100, 6-10=-60, 1-7=-20 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss AM02 Truss Type Monopitch Qty 7 Ply 1 TG84 Job Reference (optional) I35171423 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:39 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-DqZenlMW4O_qCec?10XnaO8kn35XpuNWahMsDDyNYHI Scale = 1:60.0 1 2 3 4 5 6 7 9 8 10 11 12 13 14 3x6 3x4 4x6 4x6 4x4 4x4 5x9 1.5x4 4x4 8-10-4 8-10-4 17-8-8 8-10-4 -1-0-0 1-0-0 6-0-0 6-0-0 11-8-8 5-8-8 17-8-8 6-0-0 0-7-1410-11-137.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-1-3], [9:0-4-8,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.53 0.69 0.30 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.26 -0.40 0.02 (loc) 8-9 8-9 8 l/defl >814 >532 n/a L/d 240 180 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-9: 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 3-4-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. WEBS 1 Row at midpt 7-8, 6-8 REACTIONS.(lb/size) 8=701/Mechanical, 2=764/0-3-8 Max Horz 2=421(LC 12) Max Uplift 8=-311(LC 12), 2=-75(LC 12) Max Grav 8=873(LC 22), 2=788(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-993/53, 4-6=-808/59 BOT CHORD 2-9=-371/919, 8-9=-192/496 WEBS 4-9=-330/217, 6-9=-121/595, 6-8=-767/301 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-6-12, Exterior(2) 14-6-12 to 17-6-12 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 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) 8=311. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss AM03 Truss Type Monopitch Qty 3 Ply 1 TG84 Job Reference (optional) I35171424 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:40 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-h160?4N8ri6gqoBBaj206chteTQhYKzgpL6PlgyNYHH Scale = 1:60.0 1 2 3 4 5 6 7 9 8 10 11 12 13 14 15 3x6 3x4 4x6 4x6 4x4 4x4 5x9 1.5x4 4x4 8-10-4 8-10-4 17-8-8 8-10-4 -1-0-0 1-0-0 6-0-0 6-0-0 11-8-8 5-8-8 17-8-8 6-0-0 0-7-1410-11-137.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-1-3], [9:0-4-8,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) 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 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.65 0.75 0.34 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.26 -0.40 0.02 (loc) 8-9 8-9 8 l/defl >814 >532 n/a L/d 240 180 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-9: 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 3-4-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. WEBS 1 Row at midpt 7-8, 6-8 REACTIONS.(lb/size) 8=810/Mechanical, 2=920/0-3-8 Max Horz 2=421(LC 12) Max Uplift 8=-311(LC 12), 2=-75(LC 12) Max Grav 8=955(LC 22), 2=940(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1251/53, 4-6=-972/59 BOT CHORD 2-9=-370/1080, 8-9=-192/563 WEBS 4-9=-432/217, 6-9=-121/682, 6-8=-873/301 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-6-12, Exterior(2) 14-6-12 to 17-6-12 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 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) 8=311. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Load case(s) 1, 2, 3, 4, 18, 19, 20, 22, 23, 24, 25 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss AM03 Truss Type Monopitch Qty 3 Ply 1 TG84 Job Reference (optional) I35171424 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:40 2018 Page 2 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-h160?4N8ri6gqoBBaj206chteTQhYKzgpL6PlgyNYHH LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-60, 7-13=-60, 2-8=-20 Trapezoidal Loads (plf) Vert: 3=-100-to-13=-60 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-50, 7-13=-50, 2-14=-20, 14-15=-50, 8-15=-20 Trapezoidal Loads (plf) Vert: 3=-80-to-13=-50 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-50, 7-13=-76, 2-14=-20, 14-15=-50, 8-15=-20 Trapezoidal Loads (plf) Vert: 3=-80-to-11=-57, 11=-82-to-13=-76 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-29, 7-13=-29, 2-14=-20, 14-15=-50, 8-15=-20 Trapezoidal Loads (plf) Vert: 3=-59-to-13=-29 18) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-100, 2-3=-20, 7-13=-20, 2-8=-20 Trapezoidal Loads (plf) Vert: 3=-60-to-13=-20 19) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 7-13=-94, 2-8=-20 Trapezoidal Loads (plf) Vert: 3=-100-to-11=-69, 11=-103-to-13=-94 20) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-32, 7-13=-32, 2-8=-20 Trapezoidal Loads (plf) Vert: 3=-72-to-13=-32 22) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-3=-65, 7-13=-65, 2-14=-20, 14-15=-50, 8-15=-20 Horz: 1-2=5, 2-7=15 Trapezoidal Loads (plf) Vert: 3=-95-to-13=-65 23) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-3=-50, 7-13=-50, 2-14=-20, 14-15=-50, 8-15=-20 Horz: 1-2=-10, 2-7=0 Trapezoidal Loads (plf) Vert: 3=-81-to-13=-50 24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-3=-41, 7-13=-41, 2-14=-20, 14-15=-50, 8-15=-20 Horz: 1-2=-19, 2-7=-9 Trapezoidal Loads (plf) Vert: 3=-71-to-13=-41 25) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-3=-50, 7-13=-50, 2-14=-20, 14-15=-50, 8-15=-20 Horz: 1-2=-10, 2-7=0 Trapezoidal Loads (plf) Vert: 3=-81-to-13=-50 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. Job 1802710R Truss AM04 Truss Type Monopitch Qty 7 Ply 1 TG84 Job Reference (optional) I35171425 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:41 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-9DgOCQOmc?EXSymN8RaFfpDA3tvKHrZp1?ryI6yNYHG Scale = 1:22.8 1 2 3 5 4 6 7 8 9 5x6 4x4 1.5x4 3x6 3x4 4-5-12 4-5-12 -1-1-12 1-1-12 4-5-12 4-5-12 1-4-23-11-80-10-123-11-87.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.16 0.15 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 -0.03 0.00 (loc) 4-5 4-5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=270/Mechanical, 7=120/0-1-8 Max Horz 5=77(LC 24), 7=-64(LC 19) Max Uplift 5=-14(LC 12), 7=-52(LC 12) Max Grav 5=272(LC 19), 7=127(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-12 to 1-10-4, Interior(1) 1-10-4 to 4-0-8 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 11) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 12) Non Standard bearing condition. Review required. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss AM05 Truss Type Monopitch Girder Qty 1 Ply 1 TG84 Job Reference (optional) I35171426 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:42 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-dPEmQmOONJMO35Kai85UB1mHLHGp0H7zGfbWqYyNYHF Scale = 1:22.8 1 2 3 5 4 6 7 8 4x6 8x8 2x4 3x6 3x4 JL26 4-5-12 4-5-12 -1-1-12 1-1-12 4-5-12 4-5-12 1-4-23-11-80-10-143-11-87.00 12 Plate Offsets (X,Y)-- [4:Edge,0-4-4] LOADING (psf) TCLL (Roof Snow=20.0) 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 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.38 0.07 0.17 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.01 (loc) 4-5 4-5 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=295/Mechanical, 7=504/0-1-8 Max Horz 7=88(LC 28) Max Uplift 5=-33(LC 10), 7=-150(LC 10) Max Grav 5=297(LC 17), 7=512(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-130/433, 3-6=-130/433, 2-5=-258/45 WEBS 3-7=-519/152 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 11) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 12) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 4-0-8 from the left end to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss AM05 Truss Type Monopitch Girder Qty 1 Ply 1 TG84 Job Reference (optional) I35171426 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:42 2018 Page 2 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-dPEmQmOONJMO35Kai85UB1mHLHGp0H7zGfbWqYyNYHF LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 4=-410(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. Job 1802710R Truss AM06 Truss Type Monopitch Qty 4 Ply 1 TG84 Job Reference (optional) I35171427 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:43 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-5co9d6P08dUFhFvmGscjkEIRNgZhldy6VJK3M?yNYHE Scale: 1/2"=1' 1 2 3 5 4 6 7 8 9 6x6 4x4 1.5x4 3x4 3x4 5-9-12 5-9-12 -1-1-12 1-1-12 5-9-12 5-9-12 1-2-83-11-90-10-123-11-95.69 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 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-P 0.49 0.29 0.58 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.06 -0.09 -0.02 (loc) 4-5 4-5 5 l/defl >999 >741 n/a L/d 240 180 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=479/Mechanical, 7=278/0-1-8 Max Horz 7=91(LC 12) Max Uplift 5=-35(LC 12), 7=-49(LC 9) Max Grav 5=499(LC 19), 7=320(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-447/114 WEBS 3-7=-331/138 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-12 to 1-10-4, Interior(1) 1-10-4 to 5-4-8 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=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 11) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss BGE1 Truss Type PIGGYBACK BASE SUPPO Qty 2 Ply 1 TG84 Job Reference (optional) I35171428 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:45 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-1_wv2oRGfEkzwZ39NGeBpfOtnUIADdJPydpARtyNYHC Scale = 1:60.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 35 36 37 3x6 3x6 3x4 4x4 3x6 28-3-8 28-3-8 -1-0-0 1-0-0 16-10-8 16-10-8 28-3-8 11-5-0 0-7-1410-6-07.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-0-3], [13:0-3-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.12 0.03 0.21 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 1 1 20 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 189 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 *Except* 8-30,7-31,6-32,5-33,4-34: 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 1-6-4 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 13-19. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 19-20, 18-21, 17-22, 16-23, 15-24, 14-25, 12-26, 11-27 REACTIONS.All bearings 28-3-8. (lb) - Max Horz 2=315(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 23, 24, 25, 26, 27, 29, 30, 31, 32, 33 except 34=-112(LC 12) Max Grav All reactions 250 lb or less at joint(s) 20, 2, 22, 23, 25, 26, 29, 30, 32, 33, 34 except 21=260(LC 27), 24=251(LC 27), 27=256(LC 28), 31=251(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-357/287, 4-5=-279/223 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 2-3-8, Exterior(2) 2-3-8 to 13-10-8, Corner(3) 13-10-8 to 19-10-8, Exterior(2) 19-10-8 to 25-1-12, Corner(3) 25-1-12 to 28-1-12 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) 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 23, 24, 25, 26, 27, 29, 30, 31, 32, 33 except (jt=lb) 34=112. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss BT01 Truss Type Piggyback Base Qty 5 Ply 1 TG84 Job Reference (optional) I35171429 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:46 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-VBUHF8RvQYsqYjeLx_9QMtwvUuR8y?OYBHZjzJyNYHB Scale = 1:62.5 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 18 19 20 21 22 23 5x9 4x6 2x4 4x6 4x6 4x4 4x4 3x6 4x4 1.5x4 4x8 4x4 9-1-12 9-1-12 18-6-14 9-5-2 28-3-8 9-8-10 -1-0-0 1-0-0 5-9-13 5-9-13 11-4-3 5-6-5 16-10-8 5-6-5 22-5-4 5-6-12 28-3-8 5-10-4 0-7-1410-6-07.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-1-3], [5:0-1-0,0-3-4], [5:0-0-0,0-1-12], [7:0-3-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.69 0.88 0.54 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.24 -0.61 0.01 (loc) 2-13 10-11 10 l/defl >458 >376 n/a L/d 240 180 n/a PLATES MT20 Weight: 145 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-13,6-13: 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 3-3-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-9. BOT CHORD Rigid ceiling directly applied or 8-9-4 oc bracing. WEBS 1 Row at midpt 9-10, 6-13, 7-11, 8-10 REACTIONS.(lb/size) 10=766/Mechanical, 2=442/0-3-0, 13=1103/0-3-8 Max Horz 2=315(LC 12) Max Uplift 10=-124(LC 9), 2=-24(LC 9), 13=-151(LC 12) Max Grav 10=1071(LC 27), 2=462(LC 28), 13=1453(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-412/1, 6-7=-596/70, 7-8=-458/79 BOT CHORD 2-13=-207/301, 11-13=-136/295, 10-11=-71/427 WEBS 4-13=-442/155, 6-13=-980/97, 6-11=-29/358, 8-11=-46/366, 8-10=-854/145 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-7-9, Exterior(2) 12-7-9 to 21-1-7, Interior(1) 21-1-7 to 25-1-12, Exterior(2) 25-1-12 to 28-1-12 zone; cantilever left and right exposed ; porch left 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 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 100 lb uplift at joint(s) except (jt=lb) 10=124. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 13. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss BT02 Truss Type Piggyback Base Qty 9 Ply 1 TG84 Job Reference (optional) I35171430 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:48 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-SZb1gqT9y97Yn0oj2PCuRI0Fxh5tQsJrea2q2CyNYH9 Scale = 1:59.9 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 18 19 20 21 22 23 5x9 4x6 2x4 4x6 4x6 4x4 4x4 3x6 4x4 1.5x4 4x8 4x4 9-1-12 9-1-12 18-6-14 9-5-2 28-3-8 9-8-10 -1-0-0 1-0-0 5-9-13 5-9-13 11-4-3 5-6-5 16-10-8 5-6-5 22-5-4 5-6-12 28-3-8 5-10-4 0-7-1410-6-07.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-2-1], [5:0-1-0,0-3-4], [5:0-0-0,0-1-12], [7:0-3-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.70 0.99 0.77 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.39 -0.62 0.06 (loc) 10-11 10-11 10 l/defl >871 >545 n/a L/d 240 180 n/a PLATES MT20 Weight: 145 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-13,6-13: 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 3-3-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, except end verticals, and 2-0-0 oc purlins (5-11-3 max.): 7-9. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-10, 6-11, 8-10 REACTIONS.(lb/size) 10=1125/Mechanical, 2=1187/0-3-8 Max Horz 2=315(LC 12) Max Uplift 10=-138(LC 9), 2=-101(LC 12) Max Grav 10=1386(LC 27), 2=1443(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2202/142, 4-6=-1947/145, 6-7=-1064/113, 7-8=-810/119 BOT CHORD 2-13=-357/1798, 11-13=-243/1435, 10-11=-95/604 WEBS 4-13=-333/144, 6-13=-51/509, 6-11=-919/191, 8-11=-99/864, 8-10=-1215/195 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-7-9, Exterior(2) 12-7-9 to 21-1-7, Interior(1) 21-1-7 to 25-1-12, Exterior(2) 25-1-12 to 28-1-12 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 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 100 lb uplift at joint(s) except (jt=lb) 10=138. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss BT03 Truss Type Piggyback Base Qty 2 Ply 1 TG84 Job Reference (optional) I35171431 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:49 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-wm9Qu9UnjTFPPANwc6j7_VYQ25T59MH?tEnNaeyNYH8 Scale = 1:62.4 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 18 19 20 21 22 23 5x9 4x6 2x4 4x6 4x6 4x4 4x4 3x6 4x4 1.5x4 4x8 4x4 9-1-12 9-1-12 18-5-14 9-4-2 28-1-8 9-7-10 -1-0-0 1-0-0 5-9-13 5-9-13 11-4-3 5-6-5 16-10-8 5-6-5 22-4-4 5-5-12 28-1-8 5-9-4 0-7-1410-6-07.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-1-3], [5:0-1-0,0-3-4], [5:0-0-0,0-1-12], [7:0-3-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.67 0.86 0.53 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.24 -0.59 0.01 (loc) 2-13 10-11 10 l/defl >457 >385 n/a L/d 240 180 n/a PLATES MT20 Weight: 145 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-13,6-13: 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 3-3-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-9. BOT CHORD Rigid ceiling directly applied or 9-2-13 oc bracing. WEBS 1 Row at midpt 9-10, 6-13, 7-11, 8-10 REACTIONS.(lb/size) 10=760/Mechanical, 2=443/0-3-0, 13=1095/0-3-8 Max Horz 2=315(LC 12) Max Uplift 10=-123(LC 9), 2=-24(LC 9), 13=-150(LC 12) Max Grav 10=1060(LC 27), 2=463(LC 28), 13=1447(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-413/1, 6-7=-591/68, 7-8=-450/78 BOT CHORD 2-13=-207/301, 11-13=-136/294, 10-11=-70/417 WEBS 4-13=-442/155, 6-13=-974/97, 6-11=-29/352, 8-11=-47/367, 8-10=-843/144 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-7-9, Exterior(2) 12-7-9 to 21-1-7, Interior(1) 21-1-7 to 24-11-12, Exterior(2) 24-11-12 to 27-11-12 zone; cantilever left and right exposed ; porch left 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 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 100 lb uplift at joint(s) except (jt=lb) 10=123. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 13. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss BT04 Truss Type Piggyback Base Qty 4 Ply 1 TG84 Job Reference (optional) I35171432 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:51 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-s8HAJrV1F4V7eUWIkXlb3wemVv6sdCGHLYGUeXyNYH6 Scale = 1:59.8 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 18 19 20 21 22 23 5x9 4x6 2x4 4x6 4x6 4x4 4x4 3x6 4x4 1.5x4 4x8 4x4 9-1-12 9-1-12 18-6-14 9-5-2 28-1-8 9-6-10 -1-0-0 1-0-0 5-9-13 5-9-13 11-4-3 5-6-5 16-10-8 5-6-5 22-4-4 5-5-12 28-1-8 5-9-4 0-7-1410-6-07.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-2-1], [5:0-1-0,0-3-4], [5:0-0-0,0-1-12], [7:0-3-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.68 0.97 0.75 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.36 -0.57 0.06 (loc) 10-11 10-11 10 l/defl >934 >584 n/a L/d 240 180 n/a PLATES MT20 Weight: 145 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-13,6-13: 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 3-3-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-9. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-10, 6-11, 8-10 REACTIONS.(lb/size) 10=1118/Mechanical, 2=1180/0-3-8 Max Horz 2=315(LC 12) Max Uplift 10=-137(LC 9), 2=-100(LC 12) Max Grav 10=1374(LC 27), 2=1437(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2190/141, 4-6=-1936/143, 6-7=-1052/111, 7-8=-797/117 BOT CHORD 2-13=-356/1789, 11-13=-242/1424, 10-11=-93/591 WEBS 4-13=-334/144, 6-13=-51/511, 6-11=-919/191, 8-11=-99/865, 8-10=-1203/194 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-7-9, Exterior(2) 12-7-9 to 21-1-7, Interior(1) 21-1-7 to 24-11-12, Exterior(2) 24-11-12 to 27-11-12 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 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 100 lb uplift at joint(s) except (jt=lb) 10=137. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss CGE1 Truss Type Common Supported Gable Qty 2 Ply 1 TG84 Job Reference (optional) I35171433 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:52 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-KLrYWBWf0Od_Ge5VHEGqb8A3RJgrMpZRZC02BzyNYH5 Scale: 1/4"=1' 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 4x8 4x4 13-8-0 13-8-0 12-1-8 12-1-8 13-8-0 1-6-8 0-10-17-10-157-0-37.00 12 Plate Offsets (X,Y)-- [1:0-1-0,0-1-12], [16:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.15 0.09 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a -0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 72 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* 7-10: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 13-8-0. (lb) - Max Horz 16=197(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 16, 9, 10, 11, 12, 13, 14 except 15=-146(LC 12) Max Grav All reactions 250 lb or less at joint(s) 16, 9, 10, 11, 12, 13, 14, 15 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 9-1-8, Corner(3) 9-1-8 to 13-6-4 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 9, 10, 11, 12, 13, 14 except (jt=lb) 15=146. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss CT01 Truss Type Common Qty 10 Ply 1 TG84 Job Reference (optional) I35171434 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:53 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-oXPwjXXInhlquoghryn38Lj7viya5AfaosmbjQyNYH4 Scale = 1:49.2 1 2 3 4 7 6 5 8 9 10 11 4x4 5x6 1.5x4 3x4 4x4 4x4 1.5x4 6-10-0 6-10-0 13-8-0 6-10-0 6-2-8 6-2-8 12-1-8 5-11-0 13-8-0 1-6-8 0-10-17-10-157-0-37.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.55 0.38 0.50 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.17 0.01 (loc) 5-6 5-6 5 l/defl >999 >970 n/a L/d 240 180 n/a PLATES MT20 Weight: 65 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 3-6,3-5: 2x4 SPF No.2 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) 7=535/0-3-8, 5=535/0-3-8 Max Horz 7=197(LC 12) Max Uplift 7=-24(LC 12), 5=-122(LC 12) Max Grav 7=535(LC 1), 5=599(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-645/26, 2-3=-600/129, 1-7=-458/46 BOT CHORD 6-7=-158/522 WEBS 2-6=-359/188, 3-6=-177/640, 3-5=-502/158 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-1-8, Exterior(2) 9-1-8 to 13-6-4 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf 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. 6) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7 and 5. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss CT02 Truss Type Common Qty 7 Ply 1 TG84 Job Reference (optional) I35171435 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:53 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-oXPwjXXInhlquoghryn38Lj7viya5AfaosmbjQyNYH4 Scale = 1:49.2 1 2 3 4 7 6 5 8 9 10 11 4x4 5x6 1.5x4 3x4 4x4 4x4 1.5x4 6-10-0 6-10-0 13-8-0 6-10-0 6-2-8 6-2-8 12-1-8 5-11-0 13-8-0 1-6-8 0-10-17-10-157-0-37.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.55 0.38 0.50 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.17 0.01 (loc) 5-6 5-6 5 l/defl >999 >970 n/a L/d 240 180 n/a PLATES MT20 Weight: 65 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 3-6,3-5: 2x4 SPF No.2 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) 7=535/Mechanical, 5=535/0-3-8 Max Horz 7=197(LC 12) Max Uplift 7=-24(LC 12), 5=-122(LC 12) Max Grav 7=535(LC 1), 5=599(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-645/26, 2-3=-600/129, 1-7=-458/46 BOT CHORD 6-7=-158/522 WEBS 2-6=-359/188, 3-6=-177/640, 3-5=-502/158 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-1-8, Exterior(2) 9-1-8 to 13-6-4 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss DGE1 Truss Type Common Supported Gable Qty 1 Ply 1 TG84 Job Reference (optional) I35171436 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:55 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-lvWh8DYYJJ?Y75q4zNqXDmoZ0WjNZA8tFAFinIyNYH2 Scale = 1:41.4 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 4x8 4x4 4x8 15-8-8 15-8-8 -1-0-0 1-0-0 7-10-4 7-10-4 15-8-8 7-10-4 16-8-8 1-0-0 0-10-26-8-130-10-29.00 12 Plate Offsets (X,Y)-- [2:0-1-5,0-1-12], [10:0-1-5,0-1-12], [12:0-0-0,0-1-12], [20:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.13 0.04 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 10 10 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 73 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 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. REACTIONS.All bearings 15-8-8. (lb) - Max Horz 20=-129(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13 Max Grav All reactions 250 lb or less at joint(s) 20, 12, 16, 17, 18, 19, 15, 14, 13 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 1-10-4, Exterior(2) 1-10-4 to 4-10-4, Corner(3) 4-10-4 to 10-10-4, Exterior(2) 10-10-4 to 13-8-8, Corner(3) 13-8-8 to 16-8-8 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 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) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 12, 17, 18, 19, 15, 14, 13. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss DGR1 Truss Type Common Girder Qty 1 Ply 1 TG84 Job Reference (optional) I35171437 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:56 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-D643MZZA4c7PlFPGW4Lmm_LbRwtJIP80Uq_FKkyNYH1 Scale = 1:41.7 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 17 6x6 4x6 4x6 6x6 4x6 8x8 4x6 3x6 4x6 3x6 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 4-0-14 4-0-14 7-10-4 3-9-6 11-7-10 3-9-6 15-8-8 4-0-14 4-0-14 4-0-14 7-10-4 3-9-6 11-7-10 3-9-6 15-8-8 4-0-14 0-10-26-8-130-10-29.00 12 Plate Offsets (X,Y)-- [8:0-4-8,0-1-8], [9:0-4-0,0-4-8], [10:0-4-8,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) 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 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.73 0.83 0.97 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.12 0.04 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 81 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 2-5-10, Right 2x4 SPF Stud 2-5-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=2462/(0-3-8 + Two SBP4 USP) (req. 0-3-14), 7=2400/(0-3-8 + Two SBP4 USP) (req. 0-3-12) Max Horz 1=122(LC 26) Max Uplift 1=-159(LC 10), 7=-156(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-3107/211, 3-4=-2167/206, 4-5=-2166/206, 5-7=-3114/212 BOT CHORD 1-10=-179/2325, 9-10=-179/2325, 8-9=-119/2327, 7-8=-119/2327 WEBS 4-9=-180/2252, 5-9=-854/149, 5-8=-40/1047, 3-9=-851/148, 3-10=-39/1037 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf 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. 6) Two SBP4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 7. This connection is for uplift only and does not consider lateral forces. 7) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-8-8 from the left end to 13-8-8 to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 1-7=-20 Concentrated Loads (lb) Vert: 9=-515(B) 8=-515(B) 13=-515(B) 14=-515(B) 15=-515(B) 16=-515(B) 17=-515(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss DT01 Truss Type Common Qty 5 Ply 1 TG84 Job Reference (optional) I35171438 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:57 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-hIeRZuaorwFGNP_S4os?IBulDKHa130AjUkpsByNYH0 Scale = 1:41.7 1 2 3 4 5 8 7 6 9 10 11 12 13 14 15 16 4x6 5x9 5x9 1.5x4 7-10-4 7-10-4 15-8-8 7-10-4 -1-0-0 1-0-0 7-10-4 7-10-4 15-8-8 7-10-4 16-8-8 1-0-0 0-10-26-8-130-10-29.00 12 Plate Offsets (X,Y)-- [2:0-1-5,0-1-12], [4:0-1-5,0-1-12], [6:Edge,0-3-8], [6:0-0-0,0-1-12], [8:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.79 0.50 0.16 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.14 0.01 (loc) 7-8 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 52 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=685/0-3-8, 6=685/0-3-8 Max Horz 8=-129(LC 10) Max Uplift 8=-68(LC 12), 6=-68(LC 13) Max Grav 8=722(LC 22), 6=722(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-747/108, 3-4=-747/108, 2-8=-648/140, 4-6=-648/140 BOT CHORD 7-8=-6/525, 6-7=-6/525 WEBS 3-7=0/405 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-4, Exterior(2) 4-10-4 to 10-10-4, Interior(1) 10-10-4 to 13-8-8, Exterior(2) 13-8-8 to 16-8-8 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8 and 6. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss DT02 Truss Type COMMON Qty 1 Ply 1 TG84 Job Reference (optional) I35171439 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:58 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-9UCpnEbQbEN7_ZZeeVNErPQwnjdemWLJy8TMOdyNYH? Scale = 1:40.9 1 2 3 6 5 4 7 8 9 10 11 12 13 14 4x8 4x6 4x8 1.5x4 7-10-4 7-10-4 15-8-8 7-10-4 7-10-4 7-10-4 15-8-8 7-10-4 0-10-26-8-130-10-29.00 12 Plate Offsets (X,Y)-- [1:0-1-5,0-1-12], [3:0-1-5,0-1-12], [4:0-0-0,0-1-12], [6:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.80 0.45 0.16 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.14 0.01 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 49 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=617/0-3-8, 4=617/0-3-8 Max Horz 6=112(LC 9) Max Uplift 6=-52(LC 12), 4=-52(LC 13) Max Grav 6=659(LC 21), 4=659(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-743/112, 2-3=-743/112, 1-6=-574/106, 3-4=-574/106 BOT CHORD 5-6=-16/519, 4-5=-16/519 WEBS 2-5=0/393 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-10-4, Exterior(2) 4-10-4 to 10-10-4, Interior(1) 10-10-4 to 12-6-12, Exterior(2) 12-6-12 to 15-6-12 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf 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. 6) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6 and 4. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss EJ01 Truss Type Jack-Closed Qty 1 Ply 1 TG84 Job Reference (optional) I35171440 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:55:58 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-9UCpnEbQbEN7_ZZeeVNErPQ4Vjk7mYmJy8TMOdyNYH? Scale = 1:13.4 1 2 3 5 4 1.5x4 2x4 1.5x4 1.5x4 1-10-4 1-10-4 -1-1-12 1-1-12 1-10-4 1-10-4 1-2-82-1-15.69 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.18 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=172/Mechanical, 4=30/Mechanical Max Horz 5=38(LC 12) Max Uplift 5=-13(LC 8), 4=-28(LC 12) Max Grav 5=214(LC 18), 4=36(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss GGR1 Truss Type Half Hip Girder Qty 1 Ply 1 TG84 Job Reference (optional) I35171441 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:56:00 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-5tKaBwch7rdrEtj1lwPiwqWPlXQKESycPSyTSWyNYGz Scale = 1:13.3 1 2 3 4 6 5 7 8 4x4 1.5x4 4x4 2x4 2x4 Special JL24 3-10-4 3-10-4 -1-1-12 1-1-12 1-3-4 1-3-4 3-10-4 2-7-0 1-4-22-1-17.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.20 0.05 0.02 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=134/Mechanical, 6=239/Mechanical Max Horz 6=40(LC 10) Max Uplift 5=-65(LC 7), 6=-52(LC 10) Max Grav 5=208(LC 25), 6=326(LC 26) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-281/34 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 1-11-0 from the left end to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9 lb down and 37 lb up at 1-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Concentrated Loads (lb) Vert: 7=4(F) 8=-14(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss HGR1 Truss Type HALF HIP GIRDER Qty 1 Ply 1 TG84 Job Reference (optional) I35171442 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:56:01 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-Z3uyPGdJu9lir0HDJdxxT12Uvxhzztome6i0_yyNYGy Scale = 1:23.4 1 2 3 4 6 5 7 8 3x4 3x4 4x6 10x10 JL24 JL24 5-10-4 5-10-4 -1-1-12 1-1-12 5-0-7 5-0-7 5-10-4 0-9-13 1-2-83-7-25.69 12 Plate Offsets (X,Y)-- [3:0-2-0,0-2-9], [4:Edge,0-1-8], [6:0-1-12,0-0-0], [6:Edge,0-8-12] LOADING (psf) TCLL (Roof Snow=20.0) 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 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.62 0.35 0.17 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.05 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=358/Mechanical, 6=477/Mechanical Max Horz 6=86(LC 10) Max Uplift 5=-114(LC 7), 6=-93(LC 10) Max Grav 5=421(LC 26), 6=644(LC 26) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-415/48 BOT CHORD 5-6=-162/322 WEBS 2-5=-262/148 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 5=114. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-0 from the left end to 3-11-0 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss HGR1 Truss Type HALF HIP GIRDER Qty 1 Ply 1 TG84 Job Reference (optional) I35171442 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:56:01 2018 Page 2 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-Z3uyPGdJu9lir0HDJdxxT12Uvxhzztome6i0_yyNYGy LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-188(B) 8=-125(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. Job 1802710R Truss J01 Truss Type Jack-Closed Qty 1 Ply 1 TG84 Job Reference (optional) I35171443 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:56:02 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-1GRKccexfStZTAsQtLSA?FbjQL65iMlvsmRZWOyNYGx Scale = 1:13.2 1 2 3 5 4 6 1.5x4 3x4 1.5x4 1.5x4 1-10-10 1-10-10 -1-9-13 1-9-13 1-10-10 1-10-10 1-4-22-0-74.42 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.38 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=254/Mechanical, 4=-9/Mechanical Max Horz 5=46(LC 8) Max Uplift 5=-68(LC 8), 4=-89(LC 18) Max Grav 5=349(LC 18), 4=24(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-312/245 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss PB1 Truss Type PIGGYBACK Qty 1 Ply 1 TG84 Job Reference (optional) I35171444 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:56:03 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-WS?iqyfZQm?Q5KRcR2zPYS7zFkSURpT25QB73qyNYGw Scale = 1:23.6 1 2 3 4 5 6 7 8 14 13 12 11 10 9 16 17 18 19 20 15 4x4 3x4 11-5-0 11-5-0 6-7-8 6-7-8 11-5-0 4-9-8 0-4-53-10-60-1-80-11-50-1-87.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.05 0.02 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 1 1 9 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 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 10-0-0 oc bracing. REACTIONS.All bearings 10-3-9. (lb) - Max Horz 2=68(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2, 9, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 9, 12, 13, 14, 11, 10 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-8 to 3-3-8, Interior(1) 3-3-8 to 3-7-8, Exterior(2) 3-7-8 to 9-7-8, Interior(1) 9-7-8 to 11-3-4 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2, 9, 13, 14, 11, and 10. This connection is for uplift only and does not consider lateral forces. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss PB2 Truss Type PIGGYBACK Qty 2 Ply 1 TG84 Job Reference (optional) I35171445 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:56:04 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-_eZ51IfBB48HiU0o_mUe4gg6R8mMAGOCK4wgbHyNYGv Scale = 1:24.7 1 2 3 4 5 6 10 9 8 7 11 12 13 14 15 16 4x4 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 11-5-0 11-5-0 6-7-8 6-7-8 11-5-0 4-9-8 0-4-53-10-60-1-80-11-50-1-87.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.15 0.11 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 1 1 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 34 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 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 10-0-0 oc bracing. REACTIONS.All bearings 10-3-9. (lb) - Max Horz 2=68(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 9 except 10=289(LC 22), 8=255(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-8=-250/121 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-8 to 3-3-8, Interior(1) 3-3-8 to 3-7-8, Exterior(2) 3-7-8 to 9-7-8, Interior(1) 9-7-8 to 11-3-4 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 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) One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2, 10, and 8. This connection is for uplift only and does not consider lateral forces. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss PB3 Truss Type PIGGYBACK Qty 1 Ply 1 TG84 Job Reference (optional) I35171446 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:56:05 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-Sr7TFegpyNG7Keb?YT?tdtDIVY7ivi3LZkgE7jyNYGu Scale: 3/8"=1' 1 2 3 4 5 6 7 12 11 10 9 8 14 13 3x4 11-5-0 11-5-0 11-5-0 11-5-0 0-4-56-7-150-1-86-6-70-1-87.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.07 0.04 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 0.00 (loc) 1 1 13 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 48 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 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 10-0-0 oc bracing. REACTIONS.All bearings 10-3-9. (lb) - Max Horz 2=193(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 8, 9, 10, 11, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 9, 10, 11, 12 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-8 to 3-5-0, Interior(1) 3-5-0 to 11-3-4 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 9, 10, 11, 12. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss PB4 Truss Type PIGGYBACK Qty 11 Ply 1 TG84 Job Reference (optional) I35171447 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:56:06 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-w1hrSzhRjhO_yoAB6BW6A5lLKyH6e8DVnOPnf9yNYGt Scale = 1:38.3 1 2 3 4 5 8 7 6 9 10 3x4 3x4 4x4 1.5x4 1.5x4 1.5x4 1.5x4 11-5-0 11-5-0 11-5-0 11-5-0 0-4-56-7-150-1-86-6-70-1-87.00 12 Plate Offsets (X,Y)-- [5:0-0-13,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.64 0.80 0.16 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 -0.00 (loc) 1 1 7 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 40 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 5-9 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-9 REACTIONS.(lb/size) 2=135/10-3-9, 7=614/10-3-9, 8=119/10-3-9 Max Horz 2=193(LC 12) Max Uplift 7=-173(LC 12), 8=-48(LC 21) Max Grav 2=152(LC 24), 7=803(LC 22), 8=119(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-451/160 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-8 to 3-5-0, Interior(1) 3-5-0 to 11-3-4 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 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, with BCDL = 10.0psf. 10) One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7 and 8. This connection is for uplift only and does not consider lateral forces. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss PB5 Truss Type PIGGYBACK Qty 1 Ply 1 TG84 Job Reference (optional) I35171448 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:56:07 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-ODFDfJi4U?WrZxlNgu1LiIIbJMnYNb1e029KCcyNYGs Scale = 1:39.2 1 2 3 4 5 6 7 10 9 8 11 13 12 14 15 1.5x4 3x4 3x4 3x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 2x4 1.5x4 4x8 11-5-0 11-5-0 11-5-0 11-5-0 0-4-56-7-150-1-86-6-70-1-87.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.30 0.14 0.19 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 -0.00 (loc) 1 1 9 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 52 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 4-13: 2x6 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 7-11 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-11 JOINTS 1 Brace at Jt(s): 12 REACTIONS.(lb/size) 2=48/10-3-9, 10=262/10-3-9, 9=558/10-3-9 Max Horz 2=193(LC 12) Max Uplift 2=-16(LC 10), 10=-75(LC 12), 9=-158(LC 12) Max Grav 2=97(LC 12), 10=266(LC 22), 9=649(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-235/291 WEBS 12-14=-60/252, 9-14=-524/177 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-8 to 3-5-0, Interior(1) 3-5-0 to 11-3-4 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2, 10, and 9. This connection is for uplift only and does not consider lateral forces. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 Job 1802710R Truss PB6 Truss Type PIGGYBACK Qty 6 Ply 1 TG84 Job Reference (optional) I35171449 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 13:56:08 2018 Page 1 84 Components, Franklin, IN - 46131, ID:MyQZZ9wZXmBnrfhqXa_9XYyOjEg-sQpbtfjiFIeiB5KZDcZaFWrnYl7w62doFiuuk2yNYGr Scale = 1:36.5 1 2 3 4 5 8 7 6 10 9 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 11-3-0 11-3-0 11-3-0 11-3-0 0-4-56-6-120-1-86-5-40-1-87.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.21 0.14 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 0.00 (loc) 1 1 9 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 39 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 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 10-0-0 oc bracing. REACTIONS.All bearings 10-1-9. (lb) - Max Horz 2=190(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 7=425(LC 22), 8=275(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-297/126 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-8 to 3-3-0, Interior(1) 3-3-0 to 11-1-4 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=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 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, with BCDL = 10.0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 8. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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. November 2,2018 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.