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HomeMy WebLinkAbout320 Shoshone back porch truss change-repair.PDF16023 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 ProBuild (CarterLee Bldg Components). July 29,2020 Fox, Steve Pages or sheets covered by this seal: I42211322 thru I42211324 My license renewal date for the state of Indiana is July 31, 2022. J20002541R Wedgewood 36AA aka 320 Shoshone 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 Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job J20002541R Truss GE03 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 36AA aka 320 Shoshone Job Reference (optional) I42211322 Builders Firstsource, Mooresville, Indiana 46158 8.240 s Apr 4 2020 MiTek Industries, Inc. Wed Jul 29 08:25:32 2020 Page 1 ID:mvFj7NUkjCcyiGCSZEmQXszkGzi-_jKxnwXrX485ytNty1aP7iLx5jJTbMi?caVnqnytG6n Scale = 1:85.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 38 34 39 33 35 36 37 3x6 3x6 5x6 4x6 5x6 3x6 3x6 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job J20002541R Truss T17 Truss Type Common Qty 2 Ply 1 Wedgewood 36AA aka 320 Shoshone Job Reference (optional) I42211323 Builders Firstsource, Mooresville, Indiana 46158 8.240 s Apr 4 2020 MiTek Industries, Inc. Wed Jul 29 08:30:24 2020 Page 1 ID:mvFj7NUkjCcyiGCSZEmQXszkGzi-RuzK3m3?mowf_li?2MptyHRpxQuJ?Hv_m0EE4sytG2D Scale = 1:74.0 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 5x6 17 3x4 4x6 5x6 3x4 5x6 2x4 2x4 2x4 4x6 3x6 4x6 3x6 2x4 2x4 9-1-4 9-1-4 18-2-8 9-1-4 -0-10-8 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job J20002541R Truss T18 Truss Type COMMON Qty 3 Ply 1 Wedgewood 36AA aka 320 Shoshone Job Reference (optional) I42211324 Builders Firstsource, Mooresville, Indiana 46158 8.240 s Apr 4 2020 MiTek Industries, Inc. Wed Jul 29 08:32:37 2020 Page 1 ID:mvFj7NUkjCcyiGCSZEmQXszkGzi-1UVczFgQRfhnRBNZLoi3rKSZe1IdgSuYLCynFeytG08 Scale = 1:74.0 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 5x6 3x4 4x6 5x6 3x4 2x4 5x6 2x4 2x4 4x6 3x6 3x6 2x4 2x4 2x4 9-1-4 9-1-4 17-8-0 8-6-12 -0-10-8 PRODUCT CODE APPROVALS LATERAL BRACING LOCATION Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and 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. 21.The design does not take into account any dynamic or other loads other than those expressly stated. Failure to Follow Could Cause Property Damage or Personal Injury (Drawings not to scale) © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 edge of truss. / 16 " from outside 1 0 - ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System General Safety Notes * Plate location details available in MiTek 20/20 software 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. 6-4-8 WEBS Trusses 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 0-10-8 4-7-14 4-7-14 9-1-4 4-5-6 13-6-10 4-5-6 17-8-0 4-1-6 1-0-14 11-8-5 1-8-7 2-9-1 14.00 12 4.00 12 Plate Offsets (X,Y)-- [5:Edge,0-1-14], [7:0-2-15,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-S 0.38 0.45 0.64 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.34 -0.25 0.04 (loc) 12-13 12-13 9 l/defl >606 >822 n/a L/d 240 240 n/a PLATES MT20 Weight: 97 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 11-15,3-7,5-15: 2x4 SPF No.2, 2-13,8-9: 2x4 SPF-S 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 9-11-1 oc bracing. JOINTS 1 Brace at Jt(s): 14, 15, 16 REACTIONS. (lb/size) 13=758/0-10-0, 9=693/0-3-8 Max Horz 13=348(LC 7) Max Uplift 13=-90(LC 11), 9=-93(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-325/320, 3-4=-657/223, 4-5=-635/288, 5-6=-634/287, 6-7=-666/226, 2-13=-376/285 BOT CHORD 12-13=-281/595, 11-12=-229/565, 10-11=-167/515, 9-10=-139/479 WEBS 11-15=-158/408, 14-15=-186/282, 15-16=-186/282, 3-13=-626/120, 5-15=-293/527, 7-9=-784/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Ke=0.98; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -0-10-8 to 4-6-13, Exterior(2R) 4-6-13 to 12-2-10, Exterior(2E) 12-2-10 to 17-6-4 zone; 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) n/a 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) Bearing at joint(s) 13, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 9. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. SHOP FABRICATE SCAB TRUSS (SHOWN AS SHADED AREA ON TRUSS DESIGN DRAWING) USING THE LUMBER AND PLATES INDICATED. ATTACH SCAB TRUSS TO ONE FACE OF EXISTING TRUSS WITH (0.131" X 3") NAILS (INTO ALL ALIGNING MEMBERS) PER THE FOLLOWING NAIL SCHEDULE: 2 x 3's - 1 ROW, 2 x 4's - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED @ 2" O.C. USE 2" MEMBER END DISTANCE. REPAIR: MODIFY PROFILE AS SHOWN 5-0-0 July 29,2020 0-10-8 4-7-14 4-7-14 9-1-4 4-5-6 13-6-10 4-5-6 18-2-8 4-7-14 19-1-0 0-10-8 1-0-14 11-8-5 1-0-14 2-9-1 14.00 12 4.00 12 Plate Offsets (X,Y)-- [5:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-S 0.40 0.46 0.71 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.32 -0.22 0.05 (loc) 13-14 10-11 10 l/defl >676 >991 n/a L/d 240 240 n/a PLATES MT20 Weight: 100 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 12-15,3-7,5-15: 2x4 SPF No.2, 2-14,8-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 15, 16, 17 REACTIONS. (lb/size) 14=778/0-10-0, 10=778/0-10-0 Max Horz 14=352(LC 9) Max Uplift 14=-94(LC 11), 10=-94(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-310/297, 3-4=-683/208, 4-5=-656/271, 5-6=-656/271, 6-7=-683/208, 7-8=-296/297, 2-14=-362/264, 8-10=-350/264 BOT CHORD 13-14=-259/644, 12-13=-208/619, 11-12=-148/574, 10-11=-122/543 WEBS 12-15=-130/446, 15-17=-214/306, 15-16=-214/306, 3-14=-699/116, 5-15=-267/559, 7-10=-787/268 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Ke=0.98; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -0-10-8 to 4-6-13, Exterior(2R) 4-6-13 to 13-7-11, Exterior(2E) 13-7-11 to 19-1-0 zone; 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) n/a 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) Bearing at joint(s) 14, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 10. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. SHOP FABRICATE SCAB TRUSS (SHOWN AS SHADED AREA ON TRUSS DESIGN DRAWING) USING THE LUMBER AND PLATES INDICATED. ATTACH SCAB TRUSS TO ONE FACE OF EXISTING TRUSS WITH (0.131" X 3") NAILS (INTO ALL ALIGNING MEMBERS) PER THE FOLLOWING NAIL SCHEDULE: 2 x 3's - 1 ROW, 2 x 4's - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED @ 2" O.C. USE 2" MEMBER END DISTANCE. REPAIR: MODIFY PROFILE AS SHOWN 5-0-0 July 29,2020 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 18-2-8 18-2-8 -0-10-8 0-10-8 9-1-4 9-1-4 18-2-8 9-1-4 19-1-0 0-10-8 1-0-14 11-8-5 1-0-14 2-9-1 14.00 12 4.00 12 Plate Offsets (X,Y)-- [5:0-2-13,0-2-0], [9:0-3-0,0-1-12], [13:0-2-13,0-2-0], [18:0-0-0,0-0-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-S 0.37 0.17 0.19 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.00 -0.00 -0.01 -0.00 (loc) 17 17 18 16 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 134 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 25-33,26-39,7-34,24-35,11-36,27-34,8-39,9-33,10-35,23-36: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 33, 34, 36 REACTIONS. All bearings 18-2-8. (lb) - Max Horz 32=-352(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 25, 26, 28, 29, 30, 24, 21, 20, 22 except 32=-426(LC 6), 18=-261(LC 7), 31=-298(LC 7), 19=-260(LC 6), 27=-121(LC 10), 23=-121(LC 11) Max Grav All reactions 250 lb or less at joint(s) 26, 28, 29, 30, 24, 21, 20, 27, 23, 22 except 32=461(LC 9), 18=286(LC 8), 25=267(LC 11), 31=346(LC 8), 19=305(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-32=-277/267, 2-3=-304/312, 15-16=-250/260 WEBS 5-38=-185/260, 34-38=-185/260, 34-39=-185/260, 33-39=-185/260, 33-35=-185/260, 35-36=-185/260, 36-37=-185/260, 13-37=-185/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Ke=0.98; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -0-10-8 to 4-5-2, Corner(3R) 4-5-2 to 13-9-6, Corner(3E) 13-9-6 to 19-1-0 zone; 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) n/a 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 26, 28, 29, 30, 24, 21, 20, 22 except (jt=lb) 32=426, 18=261, 31=298, 19=260, 27=121, 23=121. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 25, 26, 28, 29, 30, 31, 24, 21, 20, 19, 27, 23, 22. 12) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5-0-0 SHOP FABRICATE SCAB TRUSS (SHOWN AS SHADED AREA ON TRUSS DESIGN DRAWING) USING THE LUMBER AND PLATES INDICATED. ATTACH SCAB TRUSS TO ONE FACE OF EXISTING TRUSS WITH (0.131" X 3") NAILS (INTO ALL ALIGNING MEMBERS) PER THE FOLLOWING NAIL SCHEDULE: 2 x 3's - 1 ROW, 2 x 4's - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED @ 2" O.C. USE 2" MEMBER END DISTANCE. REPAIR: MODIFY PROFILE AS SHOWN July 29,2020