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HomeMy WebLinkAboutAshlawn Truss seals16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by 84 Components - 0783. January 17,2020 Johnson, Andrew Pages or sheets covered by this seal: I39928237 thru I39928278 My license renewal date for the state of Indiana is July 31, 2020. Base Ashlawn Base IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 16023 Swingley Ridge RdChesterfield, 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 Base Truss A1 Truss Type PIGGYBACK BASE Qty 5 Ply 1 Ashlawn Base Job Reference (optional) I39928237 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:27:48 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-rfjYskzfNfDxTzDaLiRn0fdTVTUo7yZl669IUVzuVmP Scale = 1:68.7 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 1123 3x5 6x6 3x7 4x6 3x5 1.5x4 3x5 6x6 4x8 3x5 1.5x4 8x8 8x8 4x6 7-2-117-2-11 15-5-88-2-13 19-5-84-0-0 27-8-58-2-13 34-11-07-2-11 -1-0-0 1-0-0 7-2-11 7-2-11 15-5-8 8-2-13 19-5-8 4-0-0 27-8-5 8-2-13 34-11-0 7-2-11 35-11-0 1-0-0 0-7-1210-11-70-7-1210-11-78.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [2:0-2-2,0-3-7], [5:0-4-4,0-2-4], [6:0-4-4,0-2-4], [9:0-3-2,0-2-9], [9:0-4-4,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.71 0.61 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.42 0.12 (loc) 14-16 14-16 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 162 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* 3-16,8-11: 2x4 SPF Stud WEDGE Left: 2x6 SPF 1650F 1.5E , Right: 2x8 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (5-0-13 max.): 5-6. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-14, 5-13, 8-13 REACTIONS.(lb/size)2=1457/0-3-8, 9=1457/Mechanical Max Horz 2=-213(LC 10) Max Uplift 2=-97(LC 12), 9=-97(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2060/242, 3-5=-1536/265, 5-6=-1150/276, 6-8=-1537/265, 8-9=-2060/242 BOT CHORD 2-16=-150/1622, 14-16=-150/1622, 13-14=0/1149, 11-13=-94/1622, 9-11=-94/1622 WEBS 3-16=0/302, 3-14=-578/196, 5-14=-31/490, 6-13=-30/472, 8-13=-578/197, 8-11=0/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 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) The Fabrication Tolerance at joint 2 = 16%, joint 2 = 16% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss A1GE Truss Type GABLE Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928238 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:27:51 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-FEPgUl?YgabWKRy90r?UdHF8PgeRKLdBo4Nz5qzuVmM Scale = 1:70.8 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 4039 38 37 36 35 34 33 4x6 3x5 3x5 5x9 4x8 3x5 4x4 4x4 34-11-034-11-0 -1-0-0 1-0-0 15-5-8 15-5-8 19-5-8 4-0-0 34-11-0 15-5-8 35-11-0 1-0-0 0-7-1210-11-70-7-1210-11-78.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-3-8], [2:0-3-8,Edge], [9:0-2-2,0-0-0], [10:0-3-0,0-2-4], [10:0-0-0,0-1-12], [15:0-2-0,0-2-3], [18:0-2-0,0-2-3], [31:0-5-2,0-2-0], [31:0-1-12,0-3-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.09 0.04 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.01 (loc) 32 32 31 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 556 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 18-45,17-46,16-47,15-48,14-49,13-50,12-52,19-44,20-43,21-41: 2x4 SPF No.2 WEDGE Left: 2x6 SPF 1650F 1.5E , Right: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 15-18. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 18-45, 17-46, 16-47, 15-48, 14-49, 13-50, 19-44, 20-43 REACTIONS.All bearings 34-11-0. (lb) - Max Horz 2=-213(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 31, 46, 47, 49, 50, 52, 53, 54, 55, 56, 57, 58, 59, 60, 44, 43, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 2=-110(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 31, 45, 46, 47, 48, 49, 50, 52, 53, 54, 55, 56, 57, 58, 59, 60, 44, 43, 41, 40, 39, 38, 37, 36, 35, 34, 33 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 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 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 46, 47, 49, 50, 52, 53, 54, 55, 56, 57, 58, 59, 60, 44, 43, 41, 40, 39, 38, 37, 36, 35, 34, 33 except (jt=lb) 2=110. 14) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 31. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss A1GEPB Truss Type Piggyback Qty 2 Ply 1 Ashlawn Base Job Reference (optional) I39928239 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:27:52 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-jRz3i50ARujNybXMaYWjAVoKD4_M3pJK1k7WdGzuVmL Scale = 1:8.7 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 4 5 3x5 3x5 3x5 4-0-04-0-0 2-0-0 2-0-0 4-0-0 2-0-0 0-4-71-4-00-1-80-4-70-1-88.00 12 Plate Offsets (X,Y)-- [2:0-2-9,0-1-8], [3:0-2-8,Edge], [4:0-2-9,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.03 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=129/2-6-2, 4=129/2-6-2 Max Horz 2=22(LC 11) Max Uplift 2=-15(LC 12), 4=-15(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss A1PB Truss Type Piggyback Qty 17 Ply 1 Ashlawn Base Job Reference (optional) I39928240 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:27:52 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-jRz3i50ARujNybXMaYWjAVoKD4_M3pJK1k7WdGzuVmL Scale = 1:8.7 1 2 3 4 5 3x6 2x4 2x4 4-0-04-0-0 2-0-0 2-0-0 4-0-0 2-0-0 0-4-71-4-00-1-80-4-70-1-88.00 12 Plate Offsets (X,Y)-- [3:0-3-0,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.03 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=129/2-6-2, 4=129/2-6-2 Max Horz 2=22(LC 11) Max Uplift 2=-15(LC 12), 4=-15(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss A4 Truss Type Piggyback Base Qty 8 Ply 1 Ashlawn Base Job Reference (optional) I39928241 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:27:54 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-fp4p7n2QyVz4BugkizYBFwtV4tXCXf0dU2cdh9zuVmJ Scale = 1:68.1 1 2 3 4 5 6 7 8 9 15 14 13 12 11 1022 3x5 6x6 3x6 4x6 3x5 1.5x4 3x5 6x6 4x8 3x5 1.5x4 8x8 4x6 4x6 7-2-117-2-11 15-5-88-2-13 19-5-84-0-0 27-8-58-2-13 34-11-07-2-11 -1-0-0 1-0-0 7-2-11 7-2-11 15-5-8 8-2-13 19-5-8 4-0-0 27-8-5 8-2-13 34-11-0 7-2-11 0-7-1210-11-70-7-1210-11-78.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [2:0-2-2,0-3-7], [5:0-4-4,0-2-4], [6:0-4-4,0-2-4], [9:0-2-2,0-3-7], [9:Edge,0-5-3] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.71 0.61 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.42 0.11 (loc) 13-15 13-15 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 159 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* 3-15,8-10: 2x4 SPF Stud WEDGE Left: 2x6 SPF 1650F 1.5E , Right: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (5-0-13 max.): 5-6. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-13, 5-12, 8-12 REACTIONS.(lb/size)2=1458/0-3-8, 9=1396/Mechanical Max Horz 2=209(LC 9) Max Uplift 2=-97(LC 12), 9=-80(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2062/243, 3-5=-1538/266, 5-6=-1151/277, 6-8=-1539/266, 8-9=-2066/245 BOT CHORD 2-15=-159/1624, 13-15=-159/1624, 12-13=0/1151, 10-12=-127/1628, 9-10=-127/1628 WEBS 3-15=0/302, 3-13=-578/196, 5-13=-31/491, 6-12=-30/473, 8-12=-583/199, 8-10=0/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 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) The Fabrication Tolerance at joint 2 = 16%, joint 2 = 16% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss A4GE Truss Type GABLE Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928242 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:27:56 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-cCCZYT3gU7EoQCq7pOafKLzsghCm?ZYwyL5jm1zuVmH Scale = 1:77.3 Sheet Front Right Option 3-4-15 1 Ply 7/16" 4x8 OSB 12 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 1050 3x5 6x6 3x6 4x6 3x5 3x5 6x6 3x16 MT18H 4x8 3x5 8x8 4x8 4x6 4x4 4x8 3-4-15 0-2-1 1 7-2-11 7-2-11 15-5-8 8-2-13 19-5-8 4-0-0 27-8-5 8-2-13 31-6-1 3-9-12 34-11-0 3-4-15 -1-0-0 1-0-0 7-2-11 7-2-11 15-3-3 8-0-8 15-5-8 0-2-5 19-5-8 4-0-0 27-8-5 8-2-13 34-11-0 7-2-11 0-7-1210-11-70-7-1210-11-78.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [2:0-2-2,0-3-7], [5:0-3-8,Edge], [5:0-4-4,0-2-4], [6:0-4-4,0-2-4], [9:0-2-2,0-3-7], [9:0-5-2,0-2-0], [19:0-2-0,0-1-8], [20:0-1-13,0-0-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.70 0.61 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.43 0.11 (loc) 13-15 13-15 9 l/defl >999 >869 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 272 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-18,8-13: 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* 20-21: 2x4 SPF No.2 WEDGE Left: 2x6 SPF 1650F 1.5E , Right: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (5-1-4 max.): 5-6. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-16, 5-15, 8-15 REACTIONS.All bearings 4-8-0 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=209(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2, 9, 12 except 11=-153(LC 1), 10=-177(LC 23) Max Grav All reactions 250 lb or less at joint(s) 11, 10 except 2=1448(LC 1), 9=1427(LC 1), 12=261(LC 1), 9=1427(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2046/240, 3-5=-1522/263, 5-6=-1136/275, 6-8=-1521/263, 8-9=-1997/236 BOT CHORD 2-18=-159/1611, 16-18=-159/1611, 15-16=0/1137, 13-15=-118/1573, 12-13=-118/1573, 11-12=-118/1573, 10-11=-118/1573, 9-10=-118/1573 WEBS 3-18=0/303, 3-16=-579/196, 5-16=-31/488, 6-15=-31/466, 8-15=-531/188 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 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 MT20 plates unless otherwise indicated. 8) All plates are 1.5x4 MT20 unless otherwise indicated. 9) The Fabrication Tolerance at joint 2 = 16%, joint 2 = 16% 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) * 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.Continued on page 2 January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss A4GE Truss Type GABLE Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928242 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:27:56 2020 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-cCCZYT3gU7EoQCq7pOafKLzsghCm?ZYwyL5jm1zuVmH NOTES- 13) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 12, 9 except (jt=lb) 11=153, 10=177. 15) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge RdChesterfield, 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 Base Truss A7 Truss Type PIGGYBACK BASE Qty 4 Ply 1 Ashlawn Base Job Reference (optional) I39928243 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:27:57 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-4Omylo4JFQMf2MPJN56utYV0D5Yvk0n4B?qHIUzuVmG Scale = 1:68.7 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 1123 3x5 6x6 3x7 4x6 3x5 1.5x4 3x5 6x6 4x8 3x5 1.5x4 8x8 8x8 4x6 7-2-117-2-11 15-5-88-2-13 19-5-84-0-0 27-8-58-2-13 34-11-07-2-11 -1-0-0 1-0-0 7-2-11 7-2-11 15-5-8 8-2-13 19-5-8 4-0-0 27-8-5 8-2-13 34-11-0 7-2-11 35-11-0 1-0-0 0-7-1210-11-70-7-1210-11-78.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [2:0-2-2,0-3-7], [5:0-4-4,0-2-4], [6:0-4-4,0-2-4], [9:0-3-2,0-2-9], [9:0-4-4,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.71 0.61 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.42 0.12 (loc) 14-16 14-16 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 162 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* 3-16,8-11: 2x4 SPF Stud WEDGE Left: 2x6 SPF 1650F 1.5E , Right: 2x8 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (5-0-13 max.): 5-6. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-14, 5-13, 8-13 REACTIONS.(lb/size)2=1457/0-3-8, 9=1457/Mechanical Max Horz 2=-213(LC 10) Max Uplift 2=-97(LC 12), 9=-97(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2060/242, 3-5=-1536/265, 5-6=-1150/276, 6-8=-1537/265, 8-9=-2060/242 BOT CHORD 2-16=-150/1622, 14-16=-150/1622, 13-14=0/1149, 11-13=-94/1622, 9-11=-94/1622 WEBS 3-16=0/302, 3-14=-578/196, 5-14=-31/490, 6-13=-30/472, 8-13=-578/197, 8-11=0/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 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) The Fabrication Tolerance at joint 2 = 16%, joint 2 = 16% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss B1GE Truss Type GABLE Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928244 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:27:59 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-0nuiAU6Zn2cNIfZiUW8MyzaVOuNOCyfMeJJONMzuVmE Scale = 1:65.0 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2021 22 23 24 25 26 27 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 4x6 4x4 4x6 6x6 5x9 4x8 30-6-830-6-8 -1-0-0 1-0-0 15-3-4 15-3-4 30-6-8 15-3-4 31-6-8 1-0-0 0-7-1210-9-150-7-128.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [2:0-1-12,0-3-8], [8:0-2-2,0-0-0], [9:0-2-4,0-2-4], [9:0-0-0,0-1-12], [19:0-2-4,0-2-4], [19:0-0-0,0-1-12], [20:0-2-2,0-0-0], [26:0-1-12,0-3-8], [26:0-5-2,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.09 0.04 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.01 (loc) 27 27 26 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 444 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 14-38,13-39,12-40,11-41,15-37,16-36,17-35: 2x4 SPF No.2 WEDGE Left: 2x6 SPF 1650F 1.5E , Right: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 14-38, 13-39, 12-40, 15-37, 16-36 REACTIONS.All bearings 30-6-8. (lb) - Max Horz 2=210(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 37, 36, 35, 2, 34, 33, 32, 31, 30, 29, 28, 26 Max Grav All reactions 250 lb or less at joint(s) 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 37, 36, 35, 2, 34, 33, 32, 31, 30, 29, 28, 26 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 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 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 37, 36, 35, 2, 34, 33, 32, 31, 30, 29, 28, 26. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 26. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss B3 Truss Type Common Qty 10 Ply 1 Ashlawn Base Job Reference (optional) I39928245 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:00 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-UzS4Nq6BYLkEvp8u2EfbVB7auIa?xNZWtz3xvpzuVmD Scale = 1:66.9 1 2 3 4 5 6 7 8 9 13 12 11 10 3x5 4x6 3x5 3x5 3x5 1.5x4 4x8 3x5 1.5x4 5x9 5x9 7-2-107-2-10 15-3-48-0-9 23-3-138-0-9 30-6-87-2-11 -1-0-0 1-0-0 7-2-10 7-2-10 15-3-4 8-0-9 23-3-13 8-0-9 30-6-8 7-2-11 31-6-8 1-0-0 0-7-1210-9-150-7-128.00 12 Plate Offsets (X,Y)-- [2:0-2-2,0-3-7], [2:0-3-8,Edge], [8:0-2-2,0-3-7], [8:0-3-8,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.49 0.59 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.29 0.08 (loc) 10-12 10-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 126 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* 3-13,7-10: 2x4 SPF Stud WEDGE Left: 2x6 SPF 1650F 1.5E , Right: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-12, 7-12 REACTIONS.(lb/size)2=1282/0-3-8, 8=1282/0-3-8 Max Horz 2=-210(LC 10) Max Uplift 2=-95(LC 12), 8=-95(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1759/203, 3-5=-1243/223, 5-7=-1243/223, 7-8=-1759/203 BOT CHORD 2-13=-144/1372, 12-13=-144/1372, 10-12=-61/1372, 8-10=-61/1372 WEBS 3-13=0/290, 3-12=-568/194, 5-12=-73/765, 7-12=-568/195, 7-10=0/290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss C1GE Truss Type GABLE Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928246 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:01 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-y9?SbA7pJfs5Xzj4cxAq1OgqDi3Ygqrf5doURFzuVmC Scale = 1:43.1 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 2.5x4 4x4 2.5x4 13-4-813-4-8 -1-0-0 1-0-0 6-8-4 6-8-4 13-4-8 6-8-4 14-4-8 1-0-0 0-11-127-8-00-11-1212.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.14 0.06 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 160 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 13-4-8. (lb) - Max Horz 24=171(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 24, 14, 20, 21, 22, 18, 17, 16 except 23=-121(LC 12), 15=-115(LC 13) Max Grav All reactions 250 lb or less at joint(s) 24, 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 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 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 14, 20, 21, 22, 18, 17, 16 except (jt=lb) 23=121, 15=115. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss D1GE Truss Type GABLE COMMON Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928247 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:03 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-uY7D0s93rG6pmHsTjMDI7pl9nWdC8jzyZxHbW8zuVmA Scale = 1:65.4 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 44 45 4x4 4x8 5x9 4x4 3x5 4x8 3x5 3x5 5x9 4x4 2.5x4 2.5x4 7-5-4 3- 1 - 8 9-2-4 9-2-4 9-5-8 0-3-4 13-2-4 3-8-12 22-4-8 9-2-4 -1-0-0 1-0-0 4-8-14 4-8-14 9-2-4 4-5-6 13-2-4 4-0-0 17-7-10 4-5-6 22-4-8 4-8-14 23-4-8 1-0-0 0-11-1210-2-00-11-1210-2-012.00 12 Plate Offsets (X,Y)-- [5:0-2-4,0-1-12], [6:0-6-4,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.20 0.49 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 -0.02 (loc) 11-42 11-42 9 l/defl >999 >465 n/a L/d 240 180 n/a PLATES MT20 Weight: 366 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* 4-13,7-11: 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* 24-25,26-27: 2x4 SPF No.2 SLIDER Left 2x6 SPF 1650F 1.5E -H 1-6-0, Right 2x6 SPF 1650F 1.5E -H 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-13, 6-13 REACTIONS.All bearings 9-5-8 except (jt=length) 9=0-3-8. (lb) - Max Horz 2=-198(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 9, 18 except 13=-106(LC 12) Max Grav All reactions 250 lb or less at joint(s) 14, 15, 16, 17, 18 except 2=415(LC 21), 13=769(LC 1), 13=769(LC 1), 9=641(LC 21), 2=377(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-362/103, 6-7=-398/142, 7-9=-664/105 BOT CHORD 2-18=-78/281, 17-18=-78/281, 16-17=-78/281, 15-16=-78/281, 14-15=-78/281, 13-14=-78/281, 11-13=0/277, 9-11=0/340 WEBS 6-13=-410/39, 6-11=-44/414, 7-11=-259/180 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 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 studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 18, 2 except (jt=lb) 13=106.Continued on page 2 January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss D1GE Truss Type GABLE COMMON Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928247 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:03 2020 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-uY7D0s93rG6pmHsTjMDI7pl9nWdC8jzyZxHbW8zuVmA NOTES- 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge RdChesterfield, 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 Base Truss D1PB Truss Type Piggyback Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928248 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:04 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-NkhbDC9icaEgORRfH3kXf1IN9v4rtE66ob192azuVm9 Scale = 1:12.2 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 45 6 4x4 3x5 3x5 1.5x4 4-0-04-0-0 2-0-0 2-0-0 4-0-0 2-0-0 0-5-32-0-00-1-80-5-30-1-812.00 12 Plate Offsets (X,Y)-- [2:0-3-6,0-1-8], [4:0-3-6,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.03 0.02 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=94/2-10-10, 4=94/2-10-10, 6=86/2-10-10 Max Horz 2=-35(LC 10) Max Uplift 2=-17(LC 12), 4=-21(LC 13) Max Grav 2=94(LC 1), 4=94(LC 1), 6=89(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss D2GR Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 3 Ashlawn Base Job Reference (optional) I39928249 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:06 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-J7pLetBy8BUNdkb2PUm?kSNeujhXL2KOFvWF6SzuVm7 Scale = 1:59.4 1 2 3 4 5 6 13 12 11 10 9 8 722232425262728 5x12 4x4 6x8 4x6 5x12 4x4 4x6 4x6 3x6 8x12 8x12 4x6 3x6 4-7-154-7-15 9-2-44-6-5 13-2-44-0-0 17-8-94-6-5 22-4-84-7-15 4-7-15 4-7-15 9-2-4 4-6-5 13-2-4 4-0-0 17-8-9 4-6-5 22-4-8 4-7-15 0-11-1210-2-00-11-1210-2-012.00 12 Plate Offsets (X,Y)-- [1:0-6-13,Edge], [3:0-6-4,0-1-12], [4:0-4-4,0-1-12], [6:0-5-8,Edge], [8:0-4-0,0-1-8], [9:0-6-0,0-4-12], [11:0-3-8,0-4-8], [12:0-4-0,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.33 0.32 0.41 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.20 0.03 (loc) 11-12 11-12 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 463 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x4 SPF Stud BOT CHORD 2x6 SP DSS WEBS 2x4 SPF Stud *Except* 3-11,3-9,4-9: 2x4 SPF No.2 SLIDER Left 2x6 SPF 1650F 1.5E -H 2-3-0, Right 2x6 SPF 1650F 1.5E -H 2-2-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=8531/0-3-8, 6=8437/0-3-8 Max Horz 1=-179(LC 29) Max Uplift 1=-515(LC 10), 6=-528(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9039/572, 2-3=-7036/529, 3-4=-5007/428, 4-5=-7094/536, 5-6=-9206/600 BOT CHORD 1-12=-446/6302, 11-12=-446/6302, 9-11=-324/4962, 8-9=-372/6423, 6-8=-372/6423 WEBS 2-12=-132/2720, 2-11=-2118/279, 3-11=-339/4585, 4-9=-341/4724, 5-9=-2234/300, 5-8=-162/2885 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=515, 6=528. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss D2GR Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 3 Ashlawn Base Job Reference (optional) I39928249 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:06 2020 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-J7pLetBy8BUNdkb2PUm?kSNeujhXL2KOFvWF6SzuVm7 NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1387 lb down and 93 lb up at 1-2-12, 1387 lb down and 93 lb up at 3-2-12, 1387 lb down and 93 lb up at 5-2-12, 1387 lb down and 93 lb up at 7-2-12, 1376 lb down and 100 lb up at 9-2-12, 1376 lb down and 100 lb up at 11-2-12, 1376 lb down and 100 lb up at 13-2-12, 1376 lb down and 100 lb up at 15-2-12, 1376 lb down and 100 lb up at 17-2-12, and 1376 lb down and 100 lb up at 19-2-12, and 1376 lb down and 100 lb up at 20-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=-60, 14-18=-20 Concentrated Loads (lb) Vert: 10=-1376(B) 11=-1376(B) 9=-1376(B) 7=-1376(B) 22=-1387(B) 23=-1387(B) 24=-1387(B) 25=-1387(B) 26=-1376(B) 27=-1376(B) 28=-1376(B) 16023 Swingley Ridge RdChesterfield, 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 Base Truss E1GE Truss Type GABLE Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928250 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:08 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-FWw63ZDCfok5t2lQWvoTqtS1KXQop1ahiD?MBLzuVm5 Scale = 1:57.9 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 38 41 40 42 39 2.5x4 2.5x4 3x5 3x5 2.5x4 2.5x4 6x6 2-0-0 1-5-123-0-05-6-010-0-0 10-0-0 12-0-0 2-0-0 22-0-0 10-0-0 -1-0-0 1-0-0 9-0-0 9-0-0 10-0-0 1-0-0 12-0-0 2-0-0 13-0-0 1-0-0 22-0-0 9-0-0 23-0-0 1-0-0 0-11-129-11-120-11-129-11-1212.00 12 Plate Offsets (X,Y)-- [9:0-2-8,Edge], [13:0-2-8,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.14 0.08 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 21 21 22 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 350 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 10-30,12-29: 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 8-31,7-32,14-28,15-27: 2x4 SPF No.2 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.): 9-13. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-31, 14-28 JOINTS 1 Brace at Jt(s): 38, 39, 40 REACTIONS.All bearings 22-0-0. (lb) - Max Horz 37=-217(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 22, 32, 33, 34, 35, 27, 26, 25, 24, 30 except 37=-120(LC 8), 36=-154(LC 12), 23=-146(LC 13) Max Grav All reactions 250 lb or less at joint(s) 37, 22, 29, 31, 32, 33, 34, 35, 36, 28, 27, 26, 25, 24, 23, 30 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 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) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) * 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. 13) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 32, 33, 34, 35, 27, 26, 25, 24, 30 except (jt=lb) 37=120, 36=154, 23=146. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss E1GEPB Truss Type Piggyback Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928251 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:08 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-FWw63ZDCfok5t2lQWvoTqtS39XRnp26hiD?MBLzuVm5 Scale = 1:12.2 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 45 6 4x4 3x5 3x5 1.5x4 4-0-04-0-0 2-0-0 2-0-0 4-0-0 2-0-0 0-5-32-0-00-1-80-5-30-1-812.00 12 Plate Offsets (X,Y)-- [2:0-3-6,0-1-8], [4:0-3-6,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.03 0.02 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=94/2-10-10, 4=94/2-10-10, 6=86/2-10-10 Max Horz 2=-35(LC 10) Max Uplift 2=-17(LC 12), 4=-21(LC 13) Max Grav 2=94(LC 1), 4=94(LC 1), 6=89(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss E1PB Truss Type GABLE Qty 8 Ply 1 Ashlawn Base Job Reference (optional) I39928252 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:09 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-jiUUGvDqQ6syUCKd4dJiM4?Eswm1YVXrxtkwjnzuVm4 Scale = 1:12.8 2 3 4 1 5 3x6 2x4 2x4 4-0-04-0-0 2-0-0 2-0-0 4-0-0 2-0-0 2-0-00-1-812.00 12 Plate Offsets (X,Y)-- [3:0-3-0,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.03 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 4-0-0. (lb) - Max Horz 1=-35(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 2, 4 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Bearing at joint(s) 5, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 2, 4. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss E2 Truss Type Piggyback Base Qty 3 Ply 1 Ashlawn Base Job Reference (optional) I39928253 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:10 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-Bu2sUFESBQ_p6MvpeKrxvIYIHK?JHph_AXUTGEzuVm3 Scale = 1:61.0 1 2 3 4 5 6 7 8 12 11 10 917 18 19 3x6 6x8 6x8 3x6 5x12 4x4 3x6 1.5x4 4x6 5x12 4x4 8-6-88-6-8 12-6-84-0-0 21-6-89-0-0 4-2-6 4-2-6 8-6-8 4-4-2 12-6-8 4-0-0 16-10-12 4-4-4 21-6-8 4-7-12 22-6-8 1-0-0 1-5-49-11-120-11-129-11-1212.00 12 Plate Offsets (X,Y)-- [3:0-6-4,0-1-12], [4:0-6-4,0-1-12], [7:0-6-13,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.50 0.53 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.29 -0.02 (loc) 11-12 11-12 12 l/defl >999 >883 n/a L/d 240 180 n/a PLATES MT20 Weight: 118 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 3-11,4-11,4-9: 2x4 SPF No.2 SLIDER Right 2x6 SPF 1650F 1.5E -H 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-11 REACTIONS.(lb/size)12=854/Mechanical, 7=917/0-3-8 Max Horz 7=-208(LC 10) Max Uplift 12=-26(LC 12), 7=-48(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-267/74, 2-3=-766/195, 3-4=-465/187, 4-5=-773/197, 5-7=-919/155 BOT CHORD 11-12=-15/533, 9-11=-51/527, 7-9=-105/677 WEBS 3-11=-44/280, 4-9=-67/394, 2-12=-675/82 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 7. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss F1 Truss Type Monopitch Qty 4 Ply 1 Ashlawn Base Job Reference (optional) I39928254 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:11 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-f5cEhbF5yj6gkVU?B1MARV4OkkKd0P07PBD0ogzuVm2 Scale = 1:19.0 1 2 3 4 8 1.5x4 3x6 1.5x4 -1-0-0 1-0-0 7-11-8 7-11-8 0-3-122-11-92-8-10-3-82-11-94.00 12 Plate Offsets (X,Y)-- [2:0-1-7,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.77 0.59 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.46 0.00 (loc) 4-7 4-7 2 l/defl >581 >204 n/a L/d 240 180 n/a PLATES MT20 Weight: 23 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, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS.(lb/size)2=376/0-3-8, 4=309/0-1-8 Max Horz 2=92(LC 13) Max Uplift 2=-66(LC 10), 4=-44(LC 14) Max Grav 2=385(LC 21), 4=342(LC 21) 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); 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 12.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing at joint(s) 4 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) 4. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss F2 Truss Type Half Hip Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928255 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:12 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-8HAdvxGjj1FXLf2ClltP_jddi8gvlpFHdrzaK6zuVm1 Scale = 1:17.4 1 2 3 4 6 5 1.5x4 3x6 1.5x4 5x12 3x6 5-11-85-11-8 7-11-82-0-0 -1-0-0 1-0-0 5-11-8 5-11-8 7-11-8 2-0-0 0-3-122-3-92-0-10-3-82-3-94.00 12 Plate Offsets (X,Y)-- [2:0-3-0,Edge], [3:0-9-0,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.57 0.58 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.15 0.01 (loc) 6-9 6-9 5 l/defl >999 >606 n/a L/d 240 180 n/a PLATES MT20 Weight: 26 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, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied. REACTIONS.(lb/size)2=376/0-3-8, 5=309/0-1-8 Max Horz 2=74(LC 10) Max Uplift 2=-65(LC 10), 5=-44(LC 10) Max Grav 2=531(LC 34), 5=337(LC 34) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-415/46 BOT CHORD 2-6=-70/334, 5-6=-69/350 WEBS 3-5=-516/101 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical 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; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); 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 12.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss F3GR Truss Type Half Hip Girder Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928256 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:13 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-cTk?6HGLULNOzpdOJSOeWwArLY5KUFKQsVi7sYzuVm0 Scale = 1:17.4 1 2 3 4 6 5 10 11 1.5x4 3x6 1.5x4 4x4 3x6 3-11-83-11-8 7-11-84-0-0 -1-0-0 1-0-0 3-11-8 3-11-8 7-11-8 4-0-0 0-3-121-7-91-4-10-3-81-7-94.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.38 0.31 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.01 (loc) 6-9 6-9 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 26 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, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied. REACTIONS.(lb/size)2=376/0-3-8, 5=309/0-1-8 Max Horz 2=49(LC 13) Max Uplift 2=-71(LC 10), 5=-38(LC 10) Max Grav 2=485(LC 34), 5=380(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-565/115 BOT CHORD 2-6=-87/500, 5-6=-91/486 WEBS 3-5=-514/117 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); 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 12.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss F4 Truss Type Jack-Open Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928257 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:13 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-cTk?6HGLULNOzpdOJSOeWwAvsY9tUIWQsVi7sYzuVm0 Scale = 1:7.6 1 2 3 4 2x4 1-11-81-11-8 -1-0-0 1-0-0 1-11-8 1-11-8 0-3-120-11-90-7-60-11-94.00 12 Plate Offsets (X,Y)-- [2:0-0-15,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.09 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 7 7 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=40/Mechanical, 2=153/0-3-8, 4=23/Mechanical Max Horz 2=33(LC 10) Max Uplift 3=-12(LC 14), 2=-47(LC 10) Max Grav 3=40(LC 1), 2=165(LC 20), 4=31(LC 7) 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); 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 12.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss F5 Truss Type Jack-Open Qty 2 Ply 1 Ashlawn Base Job Reference (optional) I39928258 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:14 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-4fINJcHzFeVFbzCatAvt38i2YxSGDlma59SgP?zuVm? Scale = 1:10.9 1 2 8 3 4 2x4 3-11-83-11-8 -1-0-0 1-0-0 3-11-8 3-11-8 0-3-121-7-91-3-61-7-94.00 12 Plate Offsets (X,Y)-- [2:0-0-11,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.16 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 4-7 4-7 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=97/Mechanical, 2=224/0-3-8, 4=52/Mechanical Max Horz 2=53(LC 10) Max Uplift 3=-33(LC 14), 2=-49(LC 10) Max Grav 3=102(LC 21), 2=225(LC 21), 4=69(LC 7) 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); 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 12.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss F6 Truss Type Jack-Open Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928259 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:14 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-4fINJcHzFeVFbzCatAvt38i2CxUsDlma59SgP?zuVm? Scale: 1.5"=1' 1 2 8 3 43x6 2-7-122-7-12 -1-5-0 1-5-0 2-7-12 2-7-12 0-3-120-11-40-7-40-11-42.83 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.18 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 7 7 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=51/Mechanical, 2=211/0-4-15, 4=29/Mechanical Max Horz 2=32(LC 10) Max Uplift 3=-14(LC 14), 2=-69(LC 10) Max Grav 3=53(LC 21), 2=232(LC 20), 4=40(LC 7) 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); 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 12.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss F7GR Truss Type Half Hip Girder Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928260 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:15 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-YsslXyIb0yd6C7nnQtQ6cLFE8LpKyCBjJpBExRzuVm_ Scale = 1:9.9 1 2 3 4 6 5 1.5x4 3x6 1.5x4 3x6 4x4 1-11-81-11-8 3-11-82-0-0 -1-0-0 1-0-0 1-11-8 1-11-8 3-11-8 2-0-0 0-3-120-11-90-8-10-3-80-11-94.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.11 0.09 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 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 3-11-8 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)2=227/0-3-8, 5=151/0-1-8 Max Horz 2=27(LC 48) Max Uplift 2=-55(LC 8), 5=-15(LC 8) Max Grav 2=302(LC 32), 5=188(LC 31) 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); 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 12.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 lb down and 24 lb up at 1-11-8 on top chord, and 13 lb down and 27 lb up at 1-11-8 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: 1-3=-60, 3-4=-60, 5-7=-20 Continued on page 2 January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss F7GR Truss Type Half Hip Girder Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928260 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:16 2020 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-02P7kIJDnGlzqHMz_bxL8ZoPul9ZhfQtYTxnStzuVlz LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-13(B) 16023 Swingley Ridge RdChesterfield, 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 Base Truss J1 Truss Type Common Qty 2 Ply 1 Ashlawn Base Job Reference (optional) I39928261 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:16 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-02P7kIJDnGlzqHMz_bxL8ZoOdl7Che?tYTxnStzuVlz Scale = 1:18.4 1 2 3 4 5 6 13 14 3x6 3x6 1.5x4 4x4 4-3-44-3-4 8-6-84-3-4 -0-8-8 0-8-8 4-3-4 4-3-4 8-6-8 4-3-4 9-3-0 0-8-8 0-4-02-5-100-4-06.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.19 0.24 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 0.01 (loc) 6-9 6-12 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 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. BOT CHORD Rigid ceiling directly applied. REACTIONS.(lb/size)2=384/0-3-0, 4=384/0-3-0 Max Horz 2=33(LC 14) Max Uplift 2=-45(LC 11), 4=-45(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-461/332, 3-4=-461/332 BOT CHORD 2-6=-223/365, 4-6=-223/365 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); 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 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss J1GE Truss Type GABLE Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928262 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:17 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-UEzWyeKrYZtqSRx9YITahmKZM9TRQ5F0n7gL_KzuVly Scale = 1:18.5 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 4 5 6 17 18 3x5 3x5 1.5x4 4x4 1.5x4 1.5x4 1.5x4 1.5x4 4-3-44-3-4 8-6-84-3-4 -0-8-8 0-8-8 4-3-4 4-3-4 8-6-8 4-3-4 9-3-0 0-8-8 0-4-02-5-100-4-06.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.19 0.24 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 0.01 (loc) 6-13 6-16 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 43 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. BOT CHORD Rigid ceiling directly applied. REACTIONS.(lb/size)2=384/0-3-0, 4=384/0-3-0 Max Horz 2=33(LC 14) Max Uplift 2=-45(LC 11), 4=-45(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-461/332, 3-4=-461/332 BOT CHORD 2-6=-223/365, 4-6=-223/365 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss K1 Truss Type MONOPITCH Qty 8 Ply 1 Ashlawn Base Job Reference (optional) I39928263 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 10:11:13 2020 Page 1 84 Lumber-0783, Franklin, Indiana ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-k2OLuNoo2R2PiqG7PurUlg70XkNWTKR3y_k9mLzuUFS Scale = 1:12.4 1 2 3 4 6 5 1.5x4 1.5x4 4x4 1.5x4 0-9-120-9-12 -0-6-0 0-6-0 1-0-0 1-0-0 1-0-121-10-120-5-131-4-151-10-1210.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.08 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 6 6 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 6 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 1-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)3=73/0-1-8, 5=29/Mechanical Max Horz 3=48(LC 18), 5=-48(LC 18) Max Uplift 3=-15(LC 12), 5=-7(LC 12) Max Grav 3=73(LC 1), 5=36(LC 18) 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 3 and 7 lb uplift at joint 5. 10) Non Standard bearing condition. Review required. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss K1GE Truss Type MONOPITCH Qty 2 Ply 1 Ashlawn Base Job Reference (optional) I39928264 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 10:11:36 2020 Page 1 84 Lumber-0783, Franklin, Indiana ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-ZTH1jE4DdWx8zMWYFDltAWayk?DuMj7SE3pt4WzuUF5 Scale = 1:12.4 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 4 6 5 1.5x4 1.5x4 4x4 1.5x4 0-9-120-9-12 -0-6-0 0-6-0 1-0-0 1-0-0 1-0-121-10-120-5-131-4-151-10-1210.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.08 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 6 6 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 7 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 1-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)3=73/0-1-8, 5=29/Mechanical Max Horz 3=48(LC 18), 5=-48(LC 18) Max Uplift 3=-15(LC 12), 5=-7(LC 12) Max Grav 3=73(LC 1), 5=36(LC 18) 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 3 and 7 lb uplift at joint 5. 10) Non Standard bearing condition. Review required. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss K2GE Truss Type MONOPITCH Qty 2 Ply 1 Ashlawn Base Job Reference (optional) I39928265 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 10:11:56 2020 Page 1 84 Lumber-0783, Franklin, Indiana ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-zJUbw4JmwfTJMR2OQQ6Z_kPMh32a2m4OrAfwmMzuUEn Scale = 1:12.4 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 4 6 5 1.5x4 1.5x4 4x4 1.5x4 0-9-120-9-12 -0-6-0 0-6-0 1-0-0 1-0-0 1-0-121-10-120-5-131-4-151-10-1210.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.08 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 6 6 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 7 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 1-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)3=73/0-1-8, 5=29/Mechanical Max Horz 3=48(LC 18), 5=-48(LC 18) Max Uplift 3=-15(LC 12), 5=-7(LC 12) Max Grav 3=73(LC 1), 5=36(LC 18) 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 3 and 7 lb uplift at joint 5. 10) Non Standard bearing condition. Review required. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss L1 Truss Type MONO TRUSS Qty 2 Ply 1 Ashlawn Base Job Reference (optional) I39928266 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:19 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-Qd5GNKL64B7Xhk5YfjV2mBQxjyCXu0?JEQ9R3CzuVlw Scale = 1:6.0 1 2 3 4 2x4 1-0-01-0-0 -0-1-8 0-1-8 1-0-0 1-0-0 0-3-110-7-114.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.01 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) 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: 3 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=47/0-3-8, 4=40/0-3-8 Max Horz 2=10(LC 10) Max Uplift 2=-2(LC 10), 4=-7(LC 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss L1GE Truss Type MONO TRUSS Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928267 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:20 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-vpfeagMkrUFOJugkDQ0HJPy6TMYmdTFST4v?bezuVlv Scale = 1:6.0 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 4 3x5 1-0-01-0-0 -0-1-8 0-1-8 1-0-0 1-0-0 0-3-110-7-114.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.01 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) 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: 3 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=47/0-3-8, 4=40/0-3-8 Max Horz 2=10(LC 10) Max Uplift 2=-2(LC 10), 4=-7(LC 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss L2GE Truss Type MONO TRUSS Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928268 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:20 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-vpfeagMkrUFOJugkDQ0HJPy6TMYmdTFST4v?bezuVlv Scale = 1:6.0 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 4 3x5 1-0-01-0-0 -0-1-8 0-1-8 1-0-0 1-0-0 0-3-110-7-114.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.01 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) 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: 3 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=47/0-3-8, 4=40/0-3-8 Max Horz 2=10(LC 10) Max Uplift 2=-2(LC 10), 4=-7(LC 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss V1A Truss Type Valley Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928269 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:21 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-N0D0n0NMcoNFw2Ewn8XWrcVFfmrdMtMcikeY75zuVlu Scale = 1:62.1 1 2 3 4 5 6 7 13 12 11 10 9 83x6 4x4 3x6 3x6 0-0-40-0-4 20-4-820-4-4 10-2-4 10-2-4 20-4-8 10-2-4 0-0-410-2-40-0-412.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.17 0.16 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 4-10: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS.All bearings 20-4-0. (lb) - Max Horz 1=-190(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 12=-180(LC 12), 13=-131(LC 12), 9=-180(LC 13), 8=-131(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=385(LC 22), 12=435(LC 23), 13=275(LC 19), 9=435(LC 20), 8=275(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-12=-294/230, 5-9=-293/230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb) 12=180, 13=131, 9=180, 8=131. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss V1B Truss Type Valley Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928270 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:22 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-rCnO?MN_M6V6YCp7Lr2lOq1PfAB?5LalwOO6gXzuVlt Scale = 1:57.7 1 2 3 4 5 9 8 7 63x6 4x4 3x6 3x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-40-0-4 17-8-817-8-4 8-10-4 8-10-4 17-8-8 8-10-4 0-0-48-10-40-0-412.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.22 0.15 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 67 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 3-7: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 REACTIONS.All bearings 17-8-0. (lb) - Max Horz 1=-165(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-210(LC 12), 6=-210(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=357(LC 22), 9=498(LC 19), 6=497(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-334/257, 4-6=-334/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=210, 6=210. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss V1C Truss Type Valley Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928271 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:23 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-JOKnChOc7PdzAMOJuZZ_w1abMaX9qonv927fCzzuVls Scale = 1:46.5 1 2 3 4 5 8 7 69103x6 4x4 3x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-40-0-4 15-0-815-0-4 7-6-4 7-6-4 15-0-8 7-6-4 0-0-47-6-40-0-412.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.16 0.15 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 55 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 15-0-0. (lb) - Max Horz 1=-139(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-176(LC 12), 6=-176(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=348(LC 22), 8=403(LC 19), 6=403(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-282/218, 4-6=-282/217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=176, 6=176. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss V1D Truss Type Valley Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928272 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:24 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-nbu9Q1PEujlqnVzVSG5DTF7mCzuBZGk2OitCkQzuVlr Scale = 1:38.4 1 2 3 4 5 8 7 63x6 4x4 3x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-40-0-4 12-4-812-4-4 6-2-4 6-2-4 12-4-8 6-2-4 0-0-46-2-40-0-412.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.15 0.10 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 43 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 12-4-0. (lb) - Max Horz 1=113(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-157(LC 12), 6=-157(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=317(LC 19), 6=317(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-255/199, 4-6=-255/199 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=157, 6=157. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss V1E Truss Type Valley Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928273 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:24 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-nbu9Q1PEujlqnVzVSG5DTF7j9zt6ZG42OitCkQzuVlr Scale = 1:31.1 1 2 3 42x4 4x4 2x4 1.5x4 0-0-40-0-4 9-8-89-8-4 4-10-4 4-10-4 9-8-8 4-10-4 0-0-44-10-40-0-412.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.34 0.17 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 30 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=220/9-8-0, 3=220/9-8-0, 4=280/9-8-0 Max Horz 1=-87(LC 8) Max Uplift 1=-41(LC 13), 3=-41(LC 13) Max Grav 1=220(LC 1), 3=220(LC 1), 4=281(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss V1F Truss Type Valley Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928274 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:25 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-FnSXdNQtf1thPfYi0_cS0SfxnNEhIkzBdMcmGszuVlq Scale = 1:23.3 1 2 3 42x4 4x4 2x4 1.5x4 7-0-47-0-4 7-0-80-0-4 3-6-4 3-6-4 7-0-8 3-6-4 0-0-43-6-40-0-412.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.16 0.09 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=155/7-0-0, 3=155/7-0-0, 4=197/7-0-0 Max Horz 1=-61(LC 8) Max Uplift 1=-29(LC 13), 3=-29(LC 13) Max Grav 1=155(LC 1), 3=155(LC 1), 4=198(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss V1G Truss Type Valley Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928275 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:26 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-jz0vrjRVQK?Y1p7uah7hYgC8GnZ71BkLr0MJpIzuVlp Scale = 1:13.7 1 2 3 2x4 3x6 2x4 0-0-40-0-4 4-4-84-4-4 2-2-4 2-2-4 4-4-8 2-2-4 0-0-42-2-40-0-412.00 12 Plate Offsets (X,Y)-- [2:0-3-0,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.05 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=147/4-4-0, 3=147/4-4-0 Max Horz 1=-36(LC 8) Max Uplift 1=-6(LC 13), 3=-6(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss V3A Truss Type GABLE Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928276 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:26 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-jz0vrjRVQK?Y1p7uah7hYgC7onba1B6Lr0MJpIzuVlp Scale = 1:14.3 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 5 4 6 3x5 1.5x4 1.5x4 1.5x4 1.5x4 4-7-8 4-7-8 0-0-42-3-126.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.08 0.04 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 20 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 4-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=87/4-7-8, 4=4/4-7-8, 5=217/4-7-8 Max Horz 1=60(LC 11) Max Uplift 4=-9(LC 13), 5=-47(LC 14) Max Grav 1=87(LC 1), 4=8(LC 10), 5=218(LC 20) 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss V3B Truss Type Valley Qty 2 Ply 1 Ashlawn Base Job Reference (optional) I39928277 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:27 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-BAaH23R7Be7Pfzi47Oew5tlJ1Bw1me_U4g5sLkzuVlo Scale = 1:9.4 1 2 3 2x4 1.5x4 1.5x4 2-7-8 2-7-8 0-0-41-3-126.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.05 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 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 2-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=74/2-7-0, 3=74/2-7-0 Max Horz 1=29(LC 11) Max Uplift 1=-5(LC 14), 3=-13(LC 14) 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. January 17,2020 16023 Swingley Ridge RdChesterfield, 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 Base Truss V3C Truss Type GABLE Qty 1 Ply 1 Ashlawn Base Job Reference (optional) I39928278 8.330 s Jan 8 2020 MiTek Industries, Inc. Fri Jan 17 08:28:28 2020 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:R10bhE0F9LXa?hS?YAli_Ly6Ti5-gM8gFPSlyyGGG7HGh699d5HTIbG2V5ceJKrQtBzuVln Scale = 1:14.3 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 5 4 6 3x5 1.5x4 1.5x4 1.5x4 1.5x4 4-7-8 4-7-8 0-0-42-3-126.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.08 0.04 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 20 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 4-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=87/4-7-8, 4=4/4-7-8, 5=217/4-7-8 Max Horz 1=60(LC 11) Max Uplift 4=-9(LC 13), 5=-47(LC 14) Max Grav 1=87(LC 1), 4=8(LC 10), 5=218(LC 20) 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) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. January 17,2020 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths