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HomeMy WebLinkAboutMcBroom Stamped Truss Dwgs16023 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 K & K. May 9,2019 Liu, Xuegang Pages or sheets covered by this seal: I37025253 thru I37025256 My license renewal date for the state of Indiana is July 31, 2020. 150372 Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. IMPORTANT NOTE: McBroom Residence 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 available 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 150372 Truss GE1 Truss Type Common Supported Gable Qty 2 Ply 1 McBroom Residence Job Reference (optional) I37025253 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed May 8 14:39:20 2019 Page 1 K & K Industries, Montgomery, IN - 47558, ID:SGPwY2fj_OLjEGgKD8VjibzPpCF-UWLhCpwHMeGi8eBLbnjGFDriIHjlFZOJ0mOUXSzIXQL Scale = 1:51.5 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 4x5 20-0-0 20-0-0 -0-10-8 0-10-8 10-0-0 10-0-0 20-0-0 10-0-0 20-10-8 0-10-8 0-10-09-2-00-10-010.00 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 IBC2012/TPI2007 CSI. TC BC WB Matrix-R 0.10 0.05 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 17 17 18 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 172 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x6 SP No.2 OTHERS 2x4 SP 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. WEBS 1 Row at midpt 9-25 REACTIONS.All bearings 20-0-0. (lb) - Max Horz 32=-195(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 32, 18, 26, 27, 28, 29, 30, 24, 23, 22, 21, 20 except 31=-117(LC 10), 19=-108(LC 11) Max Grav All reactions 250 lb or less at joint(s) 32, 18, 25, 26, 27, 28, 29, 30, 31, 24, 23, 22, 21, 20, 19 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; 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 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; Fully 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 2x4 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) All bearings are assumed to be User Defined 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) 32, 18, 26, 27, 28, 29, 30, 24, 23, 22, 21, 20 except (jt=lb) 31=117, 19=108. May 9,2019 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 available 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 150372 Truss S1 Truss Type Scissor Qty 7 Ply 1 McBroom Residence Job Reference (optional) I37025254 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed May 8 14:39:23 2019 Page 1 K & K Industries, Montgomery, IN - 47558, ID:SGPwY2fj_OLjEGgKD8VjibzPpCF-u50qrqy9fZeH?5wwGvGztrT9ZVdYStIlikd88nzIXQI Scale = 1:57.2 1 2 3 4 5 6 7 8 9 12 11 10 4x5 4x8 4x4 5x8 4x5 2x4 4x5 2x4 4x8 4x4 5-1-12 5-1-12 10-0-0 4-10-4 14-10-4 4-10-4 20-0-0 5-1-12 -0-10-8 0-10-8 5-1-12 5-1-12 10-0-0 4-10-4 14-10-4 4-10-4 20-0-0 5-1-12 20-10-8 0-10-8 0-10-09-2-00-10-04-0-910.00 12 5.00 12 Plate Offsets (X,Y)-- [2:0-3-15,0-1-2], [8:0-3-15,0-1-2] 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 IBC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.36 0.49 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.20 0.20 (loc) 10-11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 115 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.2 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=853/0-3-8, 8=853/0-3-8 Max Horz 2=175(LC 9) Max Uplift 2=-16(LC 10), 8=-16(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1530/82, 4-5=-1205/32, 5-6=-1205/58, 6-8=-1530/14 BOT CHORD 2-12=-105/1268, 11-12=-102/1291, 10-11=0/1222, 8-10=0/1198 WEBS 5-11=0/1120, 6-11=-313/194, 4-11=-294/175 NOTES-(9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; 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 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; Fully 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) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. May 9,2019 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 available 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 150372 Truss T1 Truss Type Common Qty 5 Ply 1 McBroom Residence Job Reference (optional) I37025255 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed May 8 14:39:34 2019 Page 1 K & K Industries, Montgomery, IN - 47558, ID:SGPwY2fj_OLjEGgKD8VjibzPpCF-4CB_8b533x1jqnF2PjzYp9Q3DxQeXtnNEynD0ezIXQ7 Scale = 1:56.2 1 2 3 4 5 6 7 8 9 11 10 4x8 4x4 4x8 4x4 5x5 4x5 2x4 4x5 2x4 6-9-3 6-9-3 13-2-13 6-5-11 20-0-0 6-9-3 -0-10-8 0-10-8 5-1-12 5-1-12 10-0-0 4-10-4 14-10-4 4-10-4 20-0-0 5-1-12 20-10-8 0-10-8 0-10-09-2-00-10-010.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-2], [8:0-4-15,0-0-2] 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 IBC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.20 0.27 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 0.02 (loc) 10-11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 126 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.2 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=853/0-3-8, 8=853/0-3-8 Max Horz 2=175(LC 9) Max Uplift 2=-17(LC 10), 8=-17(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-806/47, 4-5=-852/135, 5-6=-852/136, 6-8=-806/47 BOT CHORD 2-11=-51/689, 10-11=0/466, 8-10=0/655 WEBS 5-10=-104/399, 6-10=-257/177, 5-11=-104/399, 4-11=-257/177 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; 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 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; Fully 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) All bearings are assumed to be User Defined 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, 8. May 9,2019 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 available 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 150372 Truss T2 Truss Type GABLE Qty 1 Ply 1 McBroom Residence Job Reference (optional) I37025256 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed May 8 14:39:39 2019 Page 1 K & K Industries, Montgomery, IN - 47558, ID:SGPwY2fj_OLjEGgKD8VjibzPpCF-QA_tCI8BuTf0wY8?CGYjWD7wyy8pC806OEV_irzIXQ2 Scale = 1:59.2 1 2 3 4 5 6 7 8 9 11 10 5x5 4x5 4x5 6x10 4x8 3x4 4x4 4x8 3x4 4x4 6-9-3 6-9-3 13-2-13 6-5-11 20-0-0 6-9-3 -0-10-8 0-10-8 5-1-12 5-1-12 10-0-0 4-10-4 14-10-4 4-10-4 20-0-0 5-1-12 20-10-8 0-10-8 0-10-09-2-00-10-010.00 12 Plate Offsets (X,Y)-- [2:0-4-15,0-0-2], [2:0-2-0,0-0-8], [8:0-2-0,0-0-8], [8:0-4-15,0-0-2], [14:0-1-8,0-1-0], [16:0-1-8,0-1-0] 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 IBC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.20 0.27 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 0.02 (loc) 10-11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 207 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x6 SP No.2 *Except* 5-10,6-10,5-11,4-11: 2x4 SP No.2 OTHERS 2x4 SP No.2 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=853/0-3-8, 8=853/0-3-8 Max Horz 2=-175(LC 8) Max Uplift 2=-17(LC 10), 8=-17(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-806/47, 4-5=-852/135, 5-6=-852/136, 6-8=-806/47 BOT CHORD 2-11=-51/689, 10-11=0/466, 8-10=0/655 WEBS 5-10=-104/399, 6-10=-257/177, 5-11=-104/399, 4-11=-257/177 NOTES-(11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; 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 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; Fully 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 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) All bearings are assumed to be User Defined crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. May 9,2019 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths