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1915 SEA OATS DR RESA22-0021 T28259262.J220281-R TRUSSES16023 Swingley Ridge Rd Chesterfield, MO 63017 MiTek USA, Inc. RE: J220281-R - Whitney Residence Design Code: FBC2020/TPI2014Wind Code: ASCE 7-16 Wind Speed: 130 mph Roof Load: 37.0 psf Design Program: MiTek 20/20 8.6 1 of 1 This package includes 4 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Floor Load: N/A psf Site Information: Lot/Block: . Customer Info: Phillips Builders Project Name: . Model: . Subdivision: .Address: 1915 Sea Oats Dr, . State: FLCity: Atlantic Beach Name Address and License # of Structural Engineer of Record, If there is one, for the building.Name: Louis J. Gabriel License #: 39476 Address: 419 Sophia Terrace, .City: St Augustine State: FL July 14,2022 Lee, Julius The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Manning Building Supplies. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2023. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 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. No.Seal#Truss Name 1 T28259262 A1E Date 7/14/222T28259263A027/14/223T28259264B1E7/14/224T28259265B027/14/22 By Toni Gindlesperger at 1:41 pm, Sep 14, 2022 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 16023 Swingley Ridge RdChesterfield, MO 63017 512 2.512=3x10 =5x10 =1.5x4 =3x4 =1.5x4 =1.5x4 =4x4 =5x8 =1.5x4 =1.5x4 =3x4 =1.5x4 =3x10 =5x10 1 9 2 82221251210 3 7 11 1413 242364 5 1-10-2 1-10-2 1-10-2 21-2-0 2-0-0 23-2-0 2-0-0 -2-0-0 3-11-9 19-3-14 3-11-9 5-9-12 4-9-4 15-4-4 4-9-4 10-7-0 0-3-8 0-3-8 0-3-8 21-2-0 4-9-4 15-4-4 4-9-4 10-7-0 5-6-4 20-10-8 5-6-4 5-9-125-2-150-4-12-1-120-5-70-5-70-7-131-1-43-3-144-5-3Scale = 1:49.8 Plate Offsets (X, Y):[2:0-3-12,0-0-9], [2:1-2-0,0-0-1], [8:0-3-12,0-0-9], [8:1-2-0,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL)-0.33 10-11 >754 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT)-0.63 10-11 >401 180 BCLL 0.0*Rep Stress Incr YES WB 0.36 Horz(CT)0.33 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 96 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or2-5-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. JOINTS 1 Brace at Jt(s): 13,14 REACTIONS (lb/size)2=1014/0-3-8, 8=899/0-3-8 Max Horiz 2=160 (LC 11) Max Uplift 2=-524 (LC 12), 8=-449 (LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3366/1759, 3-4=-2236/1118, 4-5=-2234/1160, 5-6=-2229/1153, 6-7=-2235/1107, 7-8=-3260/1693 BOT CHORD 2-12=-1539/3175, 11-12=-1547/3188, 10-11=-1518/3084, 8-10=-1504/3066 WEBS 5-11=-737/1575, 11-14=-975/656, 7-14=-974/655, 3-13=-1077/758, 11-13=-1078/759 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-11 to 0-11-5, Interior (1) 0-11-5 to 10-7-0, Exterior(2R) 10-7-0 to 13-7-0, Interior (1) 13-7-0 to 23-2-11 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)Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5)Gable studs spaced at 2-0-0 oc. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)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. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 524 lb uplift at joint 2 and 449 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Whitney Residence T28259262A1EScissor Structural Gable 1 1J220281-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.61 S May 20 2022 Print: 8.610 S May 20 2022 MiTek Industries, Inc. Thu Jul 14 06:31:06 Page: 1 ID:dpg??YcgBl78dAZFdjDdIzyyEag-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 14,2022 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 16023 Swingley Ridge RdChesterfield, MO 63017 512 2.512=3x5 =1.5x4 =3x4 =4x4 =5x8 =3x4 =1.5x4 =3x5 71 62108 9 3 5 17 18 4 2-0-0 -2-0-0 2-0-0 23-2-0 4-9-4 15-4-4 4-9-4 10-7-0 5-9-12 5-9-12 5-9-12 21-2-0 0-3-8 21-2-0 0-3-8 0-3-8 4-9-4 15-4-4 4-9-4 10-7-0 5-6-4 5-9-12 5-6-4 20-10-85-6-110-4-14-8-152-1-12Scale = 1:48 Plate Offsets (X, Y):[2:0-3-2,0-0-11], [6:0-3-2,0-0-11] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL)-0.21 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT)-0.40 9-10 >632 180 BCLL 0.0*Rep Stress Incr YES WB 0.29 Horz(CT)0.24 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 93 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. REACTIONS (lb/size)2=894/0-3-8, 6=894/0-3-8 Max Horiz 2=-128 (LC 10) Max Uplift 2=-439 (LC 12), 6=-439 (LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2730/1390, 3-4=-1995/1005, 4-5=-1995/997, 5-6=-2730/1420 BOT CHORD 2-10=-1155/2531, 9-10=-1158/2537, 8-9=-1219/2537, 6-8=-1216/2531 WEBS 4-9=-529/1234, 5-9=-731/508, 3-9=-731/512 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-11 to 1-0-7, Interior (1) 1-0-7 to 10-7-0, Exterior(2R) 10-7-0 to 13-7-0, Interior (1) 13-7-0 to 23-2-11 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)Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s) 2, 6 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 439 lb uplift at joint 2 and 439 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Whitney Residence T28259263A02Scissor161J220281-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.61 S May 20 2022 Print: 8.610 S May 20 2022 MiTek Industries, Inc. Thu Jul 14 06:31:08 Page: 1 ID:pRnjmNxk1R1xtY2mm26G?GyyESV-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 14,2022 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 16023 Swingley Ridge RdChesterfield, MO 63017 512 2.512=3x8 =5x8 =1.5x4 =3x4 =1.5x4 =1.5x4 =4x4 =5x8 =1.5x4 =1.5x4 =3x4 =1.5x4 =3x8 =5x8 91 2 82221251210 3 7 1113 14 23 2446 5 1-10-2 21-0-0 1-10-2 1-10-2 2-0-0 23-0-0 2-0-0 -2-0-0 3-10-13 5-9-0 3-10-13 19-1-14 4-9-0 15-3-0 4-9-0 10-6-0 0-4-0 21-0-0 0-4-0 0-4-0 4-9-0 15-3-0 4-9-0 10-6-0 5-5-0 5-9-0 5-5-0 20-8-05-2-80-4-12-1-70-5-40-5-40-8-11-1-43-3-84-4-12Scale = 1:49.6 Plate Offsets (X, Y):[2:0-4-4,0-0-5], [2:1-3-7,0-0-3], [8:0-4-4,0-0-5], [8:1-3-7,0-0-3] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL)-0.32 10-11 >774 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT)-0.60 10-11 >411 180 BCLL 0.0*Rep Stress Incr YES WB 0.35 Horz(CT)0.32 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 96 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or2-7-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. JOINTS 1 Brace at Jt(s): 13,14 REACTIONS (lb/size)2=1004/0-4-0, 8=892/0-4-0 Max Horiz 2=158 (LC 11) Max Uplift 2=-520 (LC 12), 8=-447 (LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3283/1722, 3-4=-2199/1104, 4-5=-2197/1145, 5-6=-2192/1139, 6-7=-2199/1093, 7-8=-3181/1659 BOT CHORD 2-12=-1502/3093, 11-12=-1511/3109, 10-11=-1485/3009, 8-10=-1470/2989 WEBS 5-11=-723/1544, 11-14=-939/636, 7-14=-938/635, 3-13=-1037/735, 11-13=-1038/736 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-11 to 0-11-5, Interior (1) 0-11-5 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0, Interior (1) 13-6-0 to 23-0-11 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)Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5)Gable studs spaced at 2-0-0 oc. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)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. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 520 lb uplift at joint 2 and 447 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Whitney Residence T28259264B1EScissor11J220281-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.61 S May 20 2022 Print: 8.610 S May 20 2022 MiTek Industries, Inc. Thu Jul 14 06:31:09 Page: 1 ID:WuRM?QTKfyZi9JPDLIvanYyyERp-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 14,2022 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 16023 Swingley Ridge RdChesterfield, MO 63017 512 2.512=3x5 =1.5x4 =3x4 =4x4 =5x8 =3x4 =1.5x4 =3x5 71 62108 9 3 5 17 18 4 2-0-0 23-0-0 2-0-0 -2-0-0 4-9-0 15-3-0 4-9-0 10-6-0 5-9-0 5-9-0 5-9-0 21-0-0 0-4-0 21-0-0 0-4-0 0-4-0 4-9-0 15-3-0 4-9-0 10-6-0 5-5-0 5-9-0 5-5-0 20-8-05-6-50-4-14-8-92-1-7Scale = 1:47.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL)-0.20 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT)-0.39 9-10 >642 180 BCLL 0.0*Rep Stress Incr YES WB 0.28 Horz(CT)0.23 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 92 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-13 oc bracing. REACTIONS (lb/size)2=888/0-4-0, 6=888/0-4-0 Max Horiz 2=-127 (LC 10) Max Uplift 2=-437 (LC 12), 6=-437 (LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2685/1375, 3-4=-1972/999, 4-5=-1972/991, 5-6=-2685/1405 BOT CHORD 2-10=-1141/2487, 9-10=-1144/2494, 8-9=-1205/2494, 6-8=-1201/2487 WEBS 4-9=-523/1216, 5-9=-711/499, 3-9=-711/502 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-11 to 0-11-15, Interior (1) 0-11-15 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0, Interior (1) 13-6-0 to 23-0-11 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)Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s) 2, 6 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 437 lb uplift at joint 2 and 437 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Whitney Residence T28259265B02Scissor81J220281-R Job Reference (optional) Manning Building Supplies, Jacksonville, FL - 32256,Run: 8.61 S May 20 2022 Print: 8.610 S May 20 2022 MiTek Industries, Inc. Thu Jul 14 06:31:09 Page: 1 ID:il44lNPZ46pYROx3?1oAYHyyERv-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 14,2022 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.21.The design does not take into account any dynamic or other loads other than those expressly stated.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020edge 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