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HomeMy WebLinkAboutAPPROVED Truss Cutsheets - Carlton6904 Parke East Blvd. Tampa, FL 33610-4115 MiTek USA, Inc. RE: M11323 - THE CARLTON Design Code: FBC2020/TPI2014 Wind Code: N/A Wind Speed: 165 mph Roof Load: 37.0 psf Design Program: MiTek 20/20 8.4 1 of 1 This package includes 13 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: Wynne Project Name: The Carlton Model: The Carlton Subdivision: . Address: Unknown, . State: FLCity: St Lucie County Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: March 10,2021 Finn, Walter The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter 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 T23153185 A Date 3/10/212T23153186A53/10/213T23153187A63/10/214T23153188A73/10/215T23153189A83/10/216T23153190A93/10/217T23153191GRA3/10/218T23153192GRB3/10/219T23153193J23/10/2110T23153194J43/10/2111T23153195J63/10/2112T23153196J83/10/2113T23153197KJ83/10/21 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss A Truss Type COMMON Qty 9 Ply 1 THE CARLTON Job Reference (optional) T23153185 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:10 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:a3B4PavKnnZweXyJckSFBgyuFUN-rJIL6sbP?K0WfsiYTTwRzf58KRf9THUFPzrW2CzcNCl Scale = 1:57.8 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 26 27 28 29 30 31 32 33 4x6 5x6 4x6 3x6 5x6 WB 3x8 3x8 5x6 WB 3x6 6-7-13 6-7-13 12-4-13 5-9-0 21-7-3 9-2-7 27-4-3 5-9-0 34-0-0 6-7-13 -1-0-0 1-0-0 6-7-13 6-7-13 12-4-13 5-9-0 17-0-0 4-7-3 21-7-3 4-7-3 27-4-3 5-9-0 34-0-0 6-7-13 35-0-0 1-0-0 0-3-155-11-150-3-154.00 12 Plate Offsets (X,Y)-- [1:0-2-2,0-1-8], [2:0-0-2,Edge], [4:0-3-0,Edge], [8:0-3-0,Edge], [10:0-0-2,Edge], [11:0-2-2,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.46 0.70 0.79 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.40 -0.72 0.13 (loc) 14-15 14-15 10 l/defl >999 >570 n/a L/d 360 240 n/a PLATES MT20 Weight: 168 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. REACTIONS. (size)2=0-8-0, 10=0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) Max Grav 2=1498(LC 15), 10=1498(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3741/2848, 3-5=-3062/2396, 5-6=-3063/2539, 6-7=-3063/2539, 7-9=-3062/2396, 9-10=-3742/2848 BOT CHORD 2-17=-2564/3651, 15-17=-2564/3651, 14-15=-1505/2192, 12-14=-2564/3527, 10-12=-2564/3527 WEBS 6-14=-775/1166, 7-14=-313/428, 9-14=-798/614, 6-15=-775/1167, 5-15=-313/428, 3-15=-796/614 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2R) 13-7-3 to 20-4-13, Interior(1) 20-4-13 to 31-7-3, Exterior(2E) 31-7-3 to 35-0-0 zone;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) All plates are 3x4 MT20 unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=832, 10=832. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 51 lb up at 15-0-0, and 50 lb down and 51 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss A Truss Type COMMON Qty 9 Ply 1 THE CARLTON Job Reference (optional) T23153185 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:10 2021 Page 2 Chambers Truss, Fort Pierce, FL - 34982, ID:a3B4PavKnnZweXyJckSFBgyuFUN-rJIL6sbP?K0WfsiYTTwRzf58KRf9THUFPzrW2CzcNCl LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-11=-54, 20-23=-20 Concentrated Loads (lb) Vert: 28=-50(F) 29=-50(F) 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss A5 Truss Type SPECIAL Qty 9 Ply 1 THE CARLTON Job Reference (optional) T23153186 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:11 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:2GlScwwyY5hnGhXVARzUkuyuFUM-JVsjJCc2me8NG0Hl1ASgWteD6rxMCnePedb4aezcNCk Scale: 3/16"=1' 1 2 3 4 5 6 7 8 9 10 1114 13 12 23 24 25 5x8 MT18HS 5x12 MT18HS 3x6 3x12 5x12 MT18HS 5x12 3x6 3x4 3x4 3x4 3x4 3x4 3x4 3x4 10-6-4 10-6-4 20-4-8 9-10-4 26-4-0 5-11-8 34-0-0 7-8-0 -1-0-0 1-0-0 7-8-5 7-8-5 10-6-4 2-9-15 17-0-0 6-5-12 20-4-8 3-4-8 26-4-0 5-11-8 34-0-0 7-8-0 35-0-0 1-0-0 0-3-155-11-150-3-151-7-114.00 12 2.00 12 Plate Offsets (X,Y)-- [1:0-2-2,0-1-8], [2:0-4-8,Edge], [4:0-4-0,Edge], [10:0-0-6,Edge], [11:0-2-2,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.85 0.90 0.60 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.76 -1.18 0.36 (loc) 14 13-14 10 l/defl >539 >344 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 157 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-0-2 oc bracing. WEBS 1 Row at midpt 6-14 REACTIONS. (size)2=0-8-0, 10=0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) Max Grav 2=1312(LC 1), 10=1312(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/4532, 3-5=-5164/4234, 5-6=-5209/4384, 6-7=-2424/2247, 7-9=-2462/2145, 9-10=-3195/2640 BOT CHORD 2-14=-4189/5266, 13-14=-1559/2115, 12-13=-2355/2995, 10-12=-2355/2995 WEBS 3-14=-355/372, 5-14=-293/422, 6-14=-2637/3326, 6-13=-347/534, 7-13=-237/323, 9-13=-786/691, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2R) 13-7-3 to 20-6-4, Interior(1) 20-6-4 to 31-7-3, Exterior(2E) 31-7-3 to 35-0-0 zone;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) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 2 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) except (jt=lb) 2=803, 10=803. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss A6 Truss Type SPECIAL Qty 1 Ply 1 THE CARLTON Job Reference (optional) T23153187 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:12 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:2GlScwwyY5hnGhXVARzUkuyuFUM-niQ5WYcgXxGEu9sxatzv34APNEH7xDbYtHKd74zcNCj Scale = 1:65.8 1 2 3 4 5 6 7 8 9 1014 13 12 11 23 24 25 26 5x12 MT18HS 7x8 MT18HS 5x6 5x10 4x8 5x12 MT18HS 5x6 3x6 3x4 3x4 3x4 3x4 10-6-4 10-6-4 15-0-0 4-5-12 16-0-0 1-0-0 20-4-8 4-4-8 25-11-15 5-7-7 34-0-0 8-0-1 -1-0-0 1-0-0 8-11-11 8-11-11 16-0-0 7-0-5 18-0-0 2-0-0 20-4-8 2-4-8 25-11-15 5-7-7 34-0-0 8-0-1 35-0-0 1-0-0 0-3-155-7-150-3-151-7-115-7-154.00 12 2.00 12 Plate Offsets (X,Y)-- [1:0-2-2,0-1-8], [2:0-3-10,Edge], [3:0-5-12,0-3-4], [5:0-4-0,0-2-3], [7:0-2-8,0-3-0], [9:0-0-6,Edge], [10:0-2-2,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.81 0.93 0.69 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.69 -0.92 0.34 (loc) 14 14-19 9 l/defl >590 >443 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 157 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x4 SP M 30 *Except* 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-14 REACTIONS. (size)2=0-8-0, 9=0-8-0 Max Horz 2=169(LC 9) Max Uplift 2=-803(LC 10), 9=-803(LC 10) Max Grav 2=1312(LC 1), 9=1312(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/4627, 4-5=-5095/4295, 5-6=-2314/2203, 6-8=-2398/2142, 8-9=-3199/2712 BOT CHORD 2-14=-4275/5224, 13-14=-1788/2361, 12-13=-1679/2199, 11-12=-2425/3001, 9-11=-2425/3001 WEBS 4-14=-492/636, 5-14=-2356/2959, 5-13=-405/286, 6-13=-276/522, 8-12=-893/832, 8-11=0/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 12-7-3, Exterior(2R) 12-7-3 to 21-4-13, Interior(1) 21-4-13 to 31-7-3, Exterior(2E) 31-7-3 to 35-0-0 zone;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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 2 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 100 lb uplift at joint(s) except (jt=lb) 2=803, 9=803. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss A7 Truss Type SPECIAL Qty 1 Ply 1 THE CARLTON Job Reference (optional) T23153188 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:13 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:WSJqpGwaIPpeur6hk9UjG5yuFUL-Gu_TkudIIFO5WJR78bU8bIjapecogcji5x4AfXzcNCi Scale: 3/16"=1' 1 2 3 4 5 6 7 811 10 9 20 21 22 233x4 5x8 MT18HS 5x6 3x4 4x8 5x12 MT18HS 5x12 3x6 3x4 3x4 3x4 10-6-4 10-6-4 14-0-0 3-5-12 20-4-8 6-4-8 25-11-15 5-7-7 34-0-0 8-0-1 -1-0-0 1-0-0 8-10-10 8-10-10 14-0-0 5-1-6 20-0-0 6-0-0 25-11-15 5-11-15 34-0-0 8-0-1 35-0-0 1-0-0 0-3-154-11-150-3-151-7-114-11-154.00 12 2.00 12 Plate Offsets (X,Y)-- [1:0-2-2,0-1-8], [2:0-3-10,Edge], [4:0-4-0,0-2-3], [7:0-0-2,Edge], [8:0-2-2,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.83 0.90 0.95 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.66 -1.10 0.34 (loc) 10-11 10-11 7 l/defl >616 >369 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 150 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)2=0-8-0, 7=0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) Max Grav 2=1312(LC 1), 7=1312(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5484/4789, 3-4=-5116/4483, 4-5=-2229/2217, 5-6=-2448/2288, 6-7=-3169/2792 BOT CHORD 2-11=-4427/5219, 10-11=-2389/2874, 9-10=-2495/2968, 7-9=-2495/2968 WEBS 3-11=-419/548, 4-11=-2085/2647, 4-10=-812/665, 5-10=-273/487, 6-10=-785/728, 6-9=0/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 10-7-3, Exterior(2R) 10-7-3 to 23-4-13, Interior(1) 23-4-13 to 31-7-3, Exterior(2E) 31-7-3 to 35-0-0 zone;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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 2 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 100 lb uplift at joint(s) except (jt=lb) 2=803, 7=803. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss A8 Truss Type SPECIAL Qty 1 Ply 1 THE CARLTON Job Reference (optional) T23153189 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:14 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:WSJqpGwaIPpeur6hk9UjG5yuFUL-k4YrxEew3ZWy7T0JiI?N8VGkR2y2P73rKbpkBzzcNCh Scale: 3/16"=1' 1 2 3 4 5 6 7 8 9 1013 12 11 22 23 24 25 26 273x4 5x8 MT18HS 5x8 MT18HS 3x4 4x8 5x12 MT18HS 5x12 4x5 3x4 3x4 3x4 3x4 3x4 10-6-4 10-6-4 20-4-8 9-10-4 22-0-0 1-7-8 34-0-0 12-0-0 -1-0-0 1-0-0 8-8-4 8-8-4 12-0-0 3-3-12 15-8-4 3-8-4 20-4-8 4-8-4 22-0-0 1-7-8 24-8-12 2-8-12 34-0-0 9-3-4 35-0-0 1-0-0 0-3-154-3-150-3-151-7-114-3-154.00 12 2.00 12 Plate Offsets (X,Y)-- [1:0-2-2,0-1-8], [2:0-3-10,Edge], [4:0-4-0,0-2-3], [7:0-5-8,0-2-8], [10:0-2-2,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.84 0.90 0.69 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.66 -1.08 0.33 (loc) 12-13 12-13 9 l/defl >617 >379 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 157 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)2=0-8-0, 9=0-8-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) Max Grav 2=1312(LC 1), 9=1312(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/4851, 3-4=-5117/4521, 4-5=-3911/3584, 5-6=-2576/2485, 6-7=-2586/2497, 7-8=-2663/2471, 8-9=-3021/2745 BOT CHORD 2-13=-4487/5224, 12-13=-2811/3292, 11-12=-2000/2481, 9-11=-2435/2827 WEBS 3-13=-396/529, 4-13=-1409/1721, 5-13=-509/797, 5-12=-894/840, 6-12=-265/335, 7-12=-387/391, 7-11=-487/691, 8-11=-535/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 8-6-5, Exterior(2R) 8-6-5 to 15-8-4, Interior(1) 15-8-4 to 18-7-3, Exterior(2R) 18-7-3 to 25-4-13, Interior(1) 25-4-13 to 31-7-3, Exterior(2E) 31-7-3 to 35-0-0 zone;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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 2 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 100 lb uplift at joint(s) except (jt=lb) 2=803, 9=803. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss A9 Truss Type HIP Qty 1 Ply 1 THE CARLTON Job Reference (optional) T23153190 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:15 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:_etC1cxC3ixVV?huIs?ypJyuFUK-CH6E9afYpsfpldaWG0Wcgjo1oSOx8XC?ZFZHjPzcNCg Scale = 1:62.2 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 24 25 26 27 28 29 30 313x4 5x6 5x8 3x4 3x5 3x6 3x8 3x4 3x4 3x4 3x4 3x4 3x6 3x5 6x8 10-0-0 10-0-0 20-4-0 10-4-0 24-0-0 3-8-0 34-0-0 10-0-0 -1-0-0 1-0-0 6-7-15 6-7-15 10-0-0 3-4-1 15-2-14 5-2-14 20-4-0 5-1-2 24-0-0 3-8-0 27-4-1 3-4-1 34-0-0 6-7-15 35-0-0 1-0-0 0-3-153-7-150-3-153-7-154.00 12 Plate Offsets (X,Y)-- [1:0-2-2,0-1-8], [2:0-0-14,Edge], [7:0-5-4,0-2-8], [9:0-3-14,0-1-8], [10:0-2-2,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.35 0.54 0.89 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.38 0.02 (loc) 11-23 11-23 13 l/defl >917 >432 n/a L/d 360 240 n/a PLATES MT20 Weight: 158 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size)2=0-8-0, 9=0-8-0, 13=0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1155, 3-4=-913/804, 4-5=-829/797, 5-6=-655/807, 6-7=-655/807, 7-8=-128/278, 8-9=-341/249 BOT CHORD 2-15=-961/1187, 13-15=-59/309, 11-13=-256/382, 9-11=-124/304 WEBS 3-15=-425/556, 5-15=-508/665, 5-13=-1215/1233, 6-13=-264/346, 7-11=-288/396, 8-11=-461/580, 7-13=-837/797 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2R) 5-2-5 to 14-9-11, Interior(1) 14-9-11 to 19-2-5, Exterior(2R) 19-2-5 to 28-9-11, Interior(1) 28-9-11 to 31-7-3, Exterior(2E) 31-7-3 to 35-0-0 zone;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) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=430, 9=249, 13=928. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss GRA Truss Type HIP Qty 1 Ply 1 THE CARLTON Job Reference (optional) T23153191 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:16 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:_etC1cxC3ixVV?huIs?ypJyuFUK-gTfcMwfAaAngNn9ipj1rDwL3msketyy8nuIqGszcNCf Scale = 1:60.6 1 2 3 5 7 8 10 12 13 15 16 18 20 21 22 23 4 6 9 11 14 17 19 29 28 27 26 25 24 7x10 3x6 6x10 3x5 3x6 3x6 6x8 10x10 6x8 5x6 6x8 5x6 3x6 4x5 8-0-0 8-0-0 11-1-1 3-1-1 18-6-0 7-4-15 26-0-0 7-6-0 34-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 11-1-1 3-1-1 17-0-0 5-10-15 18-6-0 1-6-0 22-2-2 3-8-2 26-0-0 3-9-14 34-0-0 8-0-0 35-0-0 1-0-0 0-3-152-11-155-11-150-3-152-11-154.00 12 Plate Offsets (X,Y)-- [1:0-2-2,0-1-8], [2:0-2-2,Edge], [3:0-3-8,Edge], [21:0-3-8,Edge], [23:0-2-2,0-1-8], [24:0-3-8,0-3-0], [27:0-3-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 NO FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.91 0.57 0.98 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.20 -0.24 0.02 (loc) 24-37 29-34 22 l/defl >914 >552 n/a L/d 360 240 n/a PLATES MT20 Weight: 197 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. Except: 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS.All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=-304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12=-588/1209, 12-13=-588/1209, 13-15=-588/1209, 15-16=-588/1209, 16-18=-588/1209, 18-20=-2230/1280, 20-21=-2230/1280, 21-22=-2271/1263, 6-9=-126/305, 9-11=-106/363, 11-14=-193/412, 14-17=-94/271, 19-21=-143/272 BOT CHORD 2-29=-247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS 3-29=-500/1176, 3-27=-1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=-946/617, 18-26=-2412/1474, 18-24=-846/1780, 21-24=-35/351, 4-5=-608/514, 19-20=-335/305, 14-15=-556/407, 11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).Continued on page 2 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss GRA Truss Type HIP Qty 1 Ply 1 THE CARLTON Job Reference (optional) T23153191 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:16 2021 Page 2 Chambers Truss, Fort Pierce, FL - 34982, ID:_etC1cxC3ixVV?huIs?ypJyuFUK-gTfcMwfAaAngNn9ipj1rDwL3msketyy8nuIqGszcNCf LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23=-54, 29-32=-20, 24-29=-47(F=-27), 24-35=-20, 3-11=-126(F=-72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641(F) 24=-641(F) 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss GRB Truss Type HIP Qty 1 Ply 1 THE CARLTON Job Reference (optional) T23153192 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:18 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:SrRaEyyrq04M78G4raWBLWyuFUJ-csnMnbhR6n1Nc4J5x84JILQR7fONLthRFCnxKkzcNCd Scale = 1:62.2 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 25 26 3x4 5x8 MT18HS 4x6 5x8 MT18HS 3x4 4x5 5x6 3x6 6x12 3x4 3x4 6x12 3x6 5x6 4x5 4x8 8-0-0 8-0-0 13-8-0 5-8-0 20-4-0 6-8-0 26-0-0 5-8-0 34-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 13-8-0 5-8-0 17-0-0 3-4-0 20-4-0 3-4-0 26-0-0 5-8-0 34-0-0 8-0-0 35-0-0 1-0-0 0-3-152-11-150-3-152-11-154.00 12 Plate Offsets (X,Y)-- [1:0-2-2,0-1-8], [2:0-2-2,Edge], [3:0-5-4,0-2-8], [5:0-3-0,Edge], [8:0-5-4,0-2-8], [9:0-2-2,Edge], [10:0-2-2,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 NO FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.80 0.68 0.90 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.22 -0.30 0.06 (loc) 16-21 16-21 9 l/defl >999 >820 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 156 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14,7-13: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1 Row at midpt 3-14, 8-13, 6-13 REACTIONS. (size)2=0-8-0, 13=0-8-0, 9=0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8=-1296/2589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-262/733, 9-11=-241/668 WEBS 3-16=-435/1209, 3-14=-1552/774, 4-14=-837/691, 7-13=-878/713, 8-13=-3635/1919, 8-11=-432/1204, 6-14=-1453/2814, 6-13=-3198/1807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 9) Girder carries hip end with 8-0-0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss GRB Truss Type HIP Qty 1 Ply 1 THE CARLTON Job Reference (optional) T23153192 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:18 2021 Page 2 Chambers Truss, Fort Pierce, FL - 34982, ID:SrRaEyyrq04M78G4raWBLWyuFUJ-csnMnbhR6n1Nc4J5x84JILQR7fONLthRFCnxKkzcNCd LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-19=-20, 11-16=-49(F=-29), 11-22=-20 Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss J2 Truss Type MONO TRUSS Qty 8 Ply 1 THE CARLTON Job Reference (optional) T23153193 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:18 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:x1?zSIzTbJCDlIrGPH1QukyuFUI-csnMnbhR6n1Nc4J5x84JILQbgfXhL5pRFCnxKkzcNCd Scale = 1:7.8 1 2 3 4 2x3 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-3-150-11-154.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MP 0.18 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 8 8 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 9 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss J4 Truss Type MONO TRUSS Qty 8 Ply 1 THE CARLTON Job Reference (optional) T23153194 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:20 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-YEv7CHihePH5rOTT2Z6nNmWtZT7Op?IkiWG2PdzcNCb Scale = 1:11.1 1 2 3 4 2x3 3x4 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 0-3-151-7-154.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MP 0.41 0.39 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.03 -0.02 -0.00 (loc) 4-8 4-8 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 15 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 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. (size)3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss J6 Truss Type MONO TRUSS Qty 8 Ply 1 THE CARLTON Job Reference (optional) T23153195 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:22 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:tP6jtz_j7xSx_c_fXi4uz9yuFUG-Vd1tdzkxA0Xp5idsA_8FTBbEaGiBHvo0Aql9TVzcNCZ Scale = 1:14.3 1 2 3 4 2x3 3x4 6-0-0 6-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 0-3-152-3-154.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MP 0.38 0.88 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.12 -0.12 -0.00 (loc) 4-8 4-8 3 l/defl >597 >617 n/a L/d 360 240 n/a PLATES MT20 Weight: 21 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4=-8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss J8 Truss Type MONO TRUSS Qty 20 Ply 1 THE CARLTON Job Reference (optional) T23153196 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:23 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:tP6jtz_j7xSx_c_fXi4uz9yuFUG-zpaFqJlZxKfgjsC2khfU?P8QJg8E0I9APUVi?yzcNCY Scale = 1:17.4 1 2 3 7 6 12 13 4 5 2x3 3x4 2x3 3x4 3x4 3-7-13 3-7-13 5-6-5 1-10-8 8-0-0 2-5-11 -1-0-0 1-0-0 3-7-13 3-7-13 8-0-0 4-4-4 0-3-152-11-154.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MP 0.32 0.51 0.31 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.20 -0.17 -0.00 (loc) 6-7 6-7 5 l/defl >467 >569 n/a L/d 360 240 n/a PLATES MT20 Weight: 32 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-0 oc bracing. REACTIONS. (size)4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=180(LC 10) Max Uplift 4=-113(LC 10), 2=-228(LC 10), 5=-77(LC 10) Max Grav 4=123(LC 1), 2=352(LC 1), 5=168(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-559/663 BOT CHORD 2-7=-877/601, 6-7=-877/601 WEBS 3-7=-387/390, 3-6=-722/1052 NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2R) 3-1-13 to 7-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 4, 228 lb uplift at joint 2 and 77 lb uplift at joint 5.This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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, 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. 6904 Parke East Blvd. Tampa, FL 36610 Job M11323 Truss KJ8 Truss Type MONO TRUSS Qty 4 Ply 1 THE CARLTON Job Reference (optional) T23153197 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Mar 10 08:55:23 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-zpaFqJlZxKfgjsC2khfU?P8QkgBT0FuAPUVi?yzcNCY Scale = 1:20.3 1 2 3 7 6 5 4 2x3 3x4 3x4 2x3 3x4 7-3-4 7-3-4 11-3-0 3-11-12 -1-5-0 1-5-0 7-3-4 7-3-4 11-3-0 3-11-12 0-3-152-11-122.83 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 NO FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.29 0.30 0.46 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.07 -0.12 0.02 (loc) 7-11 7-11 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 46 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. REACTIONS. (size)4=Mechanical, 2=0-11-5, 6=Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236/755 NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 lb uplift at joint 6. 7) 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 9=0(F=10, B=10)-to-5=-56(F=-18, B=-18) This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. March 10,2021 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