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HomeMy WebLinkAbout6219-6289 Daerr Ridge St (2)(Tyson Towns Building 3, Lots 15-22) May 30, 2023 Revise patio slab from 8'-0" to 4'-0" per request. All changes are clouded and marked with a Delta 1. T1, FL 0.1.11, FL 1.12, FL 1.12.1, FL 4.12, FL 5.12, FL 6.12, FL 0.1.7, FL 1.8, FL 1.8.1, FL 4.8, FL 6.8, FL 0.1.9, FL 1.10, FL 1.10.1, FL 4.10, FL 6.10, FL 0.1, FL 1.1, FL 1.1.1, FL 4.1, FL 6.1, FL 0.1.7, FL 1.8, FL 1.8.1, FL 4.8, FL 6.8, FL 0.1.8, FL 1.9, FL 1.9.1, FL 4.9, FL 6.9, FL 0.1.1, FL 1.2, FL 1.2.1, FL 4.2, FL 6.2, FL 0.1.10, FL 1.11, FL 1.11,1, FL 4.11, FL 5.11, FL 6.11, A0.1, A0.1.1, A1.1, A1.1.1, A5.1A, S1, S2, & S2.1 BILLING CONTACT DARRYL COLWELL STARLIGHT HOMES FLORIDA LLC 9720 PRINCESS PALM AVE STE 130 TAMPA, FL 33610 INVOICE NUMBER INVOICE DATE INVOICE DUE DATE INVOICE STATUS INVOICE DESCRIPTION INV-00011679 07/20/2023 08/19/2023 Due NONE REFERENCE NUMBER FEE NAME TOTAL BNR-006100-2023 BP REVISION FEE $67.50 6179 Daerr Ridge St 02 26 21 0310 00000 0080 Zephyrhills, FL 33542 SUB TOTAL $67.50 REMITTANCE INFORMATION City of Zephyrhills 5335 8th Street Zephyrhills, FL 33542 TOTAL $67.50 July 20, 2023 5335 8th Street, Zephyrhills, FL 33542 Page 1 of 1 BILLING CONTACT DARRYL COLWELL STARLIGHT HOMES FLORIDA LLC 9720 PRINCESS PALM AVE STE 130 TAMPA, FL 33610 INVOICE NUMBER INVOICE DATE INVOICE DUE DATE INVOICE STATUS INVOICE DESCRIPTION INV-00011680 07/20/2023 08/19/2023 Due NONE REFERENCE NUMBER FEE NAME TOTAL BNR-006099-2023 BP REVISION FEE $67.50 6175 Daerr Ridge St 02 26 21 0310 00000 0070 Zephyrhills, FL 33542 SUB TOTAL $67.50 REMITTANCE INFORMATION City of Zephyrhills 5335 8th Street Zephyrhills, FL 33542 TOTAL $67.50 July 20, 2023 5335 8th Street, Zephyrhills, FL 33542 Page 1 of 1 BILLING CONTACT DARRYL COLWELL STARLIGHT HOMES FLORIDA LLC 9720 PRINCESS PALM AVE STE 130 TAMPA, FL 33610 INVOICE NUMBER INVOICE DATE INVOICE DUE DATE INVOICE STATUS INVOICE DESCRIPTION INV-00011681 07/20/2023 08/19/2023 Due NONE REFERENCE NUMBER FEE NAME TOTAL BNR-006098-2023 BP REVISION FEE $67.50 6171 Daerr Ridge St 02 26 21 0310 00000 0060 Zephyrhills, FL 33542 SUB TOTAL $67.50 REMITTANCE INFORMATION City of Zephyrhills 5335 8th Street Zephyrhills, FL 33542 TOTAL $67.50 July 20, 2023 5335 8th Street, Zephyrhills, FL 33542 Page 1 of 1 BILLING CONTACT DARRYL COLWELL STARLIGHT HOMES FLORIDA LLC 9720 PRINCESS PALM AVE STE 130 TAMPA, FL 33610 INVOICE NUMBER INVOICE DATE INVOICE DUE DATE INVOICE STATUS INVOICE DESCRIPTION INV-00011682 07/20/2023 08/19/2023 Due NONE REFERENCE NUMBER FEE NAME TOTAL BNR-006097-2023 BP REVISION FEE $67.50 6167 Daerr Ridge St 02 26 21 0310 00000 0050 Zephyrhills, FL 33542 SUB TOTAL $67.50 REMITTANCE INFORMATION City of Zephyrhills 5335 8th Street Zephyrhills, FL 33542 TOTAL 1 $67.50 July 20, 2023 5335 8th Street, Zephyrhills, FL 33542 Page 1 of 1 BILLING CONTACT DARRYL COLWELL STARLIGHT HOMES FLORIDA LLC 9720 PRINCESS PALM AVE STE 130 TAMPA, FL 33610 INVOICE NUMBER INVOICE DATE INVOICE DUE DATE INVOICE STATUS INVOICE DESCRIPTION INV-00011683 07/20/2023 08/19/2023 Due NONE REFERENCE NUMBER FEE NAME TOTAL BNR-006096-2023 BP REVISION FEE $67.50 6163 Daerr Ridge St 02 26 21 0310 00000 0040 Zephyrhills, FL 33542 SUB TOTAL $67.50 REMITTANCE INFORMATION City of Zephyrhills 5335 8th Street Zephyrhills, FL 33542 TOTAL 1 $67.50 July 20, 2023 5335 8th Street, Zephyrhills, FL 33542 Page 1 of 1 BILLING CONTACT DARRYL COLWELL STARLIGHT HOMES FLORIDA LLC 9720 PRINCESS PALM AVE STE 130 TAMPA, FL 33610 INVOICE NUMBER INVOICE DATE INVOICE DUE DATE INVOICE STATUS INVOICE DESCRIPTION INV-00011684 07/20/2023 08/19/2023 Due NONE REFERENCE NUMBER FEE NAME TOTAL BNR-006095-2023 BP REVISION FEE $67.50 6157 Daerr Ridge St 02 26 21 0310 0000 0030 Zephyrhills, FL 33542 SUB TOTAL $67.50 REMITTANCE INFORMATION City of Zephyrhills 5335 8th Street Zephyrhills, FL 33542 TOTAL a67.50 July 20, 2023 5335 8th Street, Zephyrhills, FL 33542 Page 1 of 1 BILLING CONTACT DARRYL COLWELL STARLIGHT HOMES FLORIDA LLC 9720 PRINCESS PALM AVE STE 130 TAMPA, FL 33610 INVOICE NUMBER INVOICE DATE INVOICE DUE DATE INVOICE STATUS INVOICE DESCRIPTION INV-00011685 07/20/2023 08/19/2023 Due NONE REFERENCE NUMBER FEE NAME TOTAL BNR-006094-2023 BP REVISION FEE $67.50 6155 Daerr Ridge St 02 26 210310 00000 0020 Zephyrhills, FL 33542 SUB TOTAL $67.50 REMITTANCE INFORMATION City of Zephyrhills 5335 8th Street Zephyrhills, FL 33542 TOTAL $67.50 July 20, 2023 5335 8th Street, Zephyrhills, FL 33542 Page 1 of 1 MM Ltgnber design values are in accordance with ANSI/TPI 1 section 6.3 iTehese truss designs rely on lumber values established by others. RE: TTH72-80 Site Information: Customer Info: Starlight Homes Lot/Block: 72-80 Address: ., City: Zephyrhills Project Name: TTH72-80 Model: BLDG 11 Subdivision: Tyson State: Florida MITek, Inc. 16023 Swingley Ridge Rd. Chesterfield, MO 63017 314.434.1200 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria 8t Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.5 Wind Code: ASCE 7-16 Wind Speed: 150 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 32 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. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T31683307 C1A 9/28/23 15 T31683321 T06A 9/28/23 2 T31683308 C3A 9/28/23 16 T31683322 T07 9/28/23 3 T31683309 CA 9/28/23 17 T31683323 T07A 9/28/23 4 T31683310 CJ3 9/28/23 18 T31683324 T09 9/28/23 5 T31683311 EJ5 9/28/23 19 T31683325 T10 9/28/23 6 T31683312 HJ5 9/28/23 20 T31683326 T10A 9/28/23 7 T31683313 T01 9/28/23 21 T31683327 T11 9/28/23 8 T31683314 T02 9/28/23 22 T31683328 V01 9/28/23 9 T31683315 T03 9/28/23 23 T31683329 V02 9/28/23 10 T31683316 T04 9/28/23 24 T31683330 V03 9/28/23 11 T31683317 T04A 9/28/23 25 T31683331 VO4 9/28/23 12 T31683318 T05 9/28/23 26 T31683332 V05 9/28/23 13 T31683319 T05A 9/28/23 27 T31683333 V06 9/28/23 14 T31683320 T06 9/28/23 28 T31683334 V07 9/28/23 This item has been electronically signed and sealed by Velez, Joaquin, 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 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2025. 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. `�0111 111 1111111 ��` oPQU I N VFW No 68182 3 STATE OF :4 . • 0 N A� 1111 Joaquin Velez PE \o.68182 MiTek Inc. DRA MiTek USA FL Cert 6634 16023 Swiugley Ridge Rd. Ch-terrield, MO 63017 Date: September 28,2023 Velez, Joaquin 1 of 2 MiTeke RE: TTH72-80 - Site Information: Customer Info: Starlight Homes Lot/Block: 72-80 Address: ., . City: Zephyrhills Project Name: TTH72-80 Model: BLDG 11 Subdivision: Tyson No. Seal# Truss Name Date 29 T31683335 V08 9/28/23 30 T31683336 V09 9/28/23 31 T31683337 V10 9/28/23 32 T31683338 V11 9/28/23 State: Florida 2 of 2 MiTek, Inc. 16023 Swingley Ridge Rd. Chesterfield, MO 63017 314.434.1200 Job Truss Truss Type Qty Ply T31683307 TTH72-80 CIA Jack -Open 4 1 Jab Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:47 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3u ITXbGKWrCDoi7J4zJC?f -1-0-0 1-7-10 1-0-0 1-7-10 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=82(LC 12) Max Uplift 3=-26(LC 9), 2=-122(LC 12) Max Grav 3=31(LC 17), 2=132(LC 1), 4=32(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.0 DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Vert(CT) -0.00 2 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 7 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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.Opsf 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 26 lb uplift at joint 3 and 122 lb uplift at joint 2. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE N..681S2 MiTek Luc. DBA MBTek USA FL Cem 6634 16023 Swiugley Ridge Rd. Cbesterfreld, MO 63017 Dare: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based ony upon parameters shown, and is for an individual building component, not MiTek' 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 antl/or chord members only. Additional temporary and permanent bracing . is always required for stability and to prevent collapse with possible personal injury and propaM damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A S 1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) Chesterfield, MO 63017 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683308 TTH72-80 C3A Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:48 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJC?f 3-3-10 r 1-0-0 3-3-10 Scale = 1:13.2 2x4 = 3-3-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=126(LC 12) Max Uplift 3=-80(LC 12), 2=138(LC 12) Max Grav 3=81(LC 17), 2=188(LC 1), 4=62(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-2-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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.Opsf 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 and 138 lb uplift at joint 2. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, 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. Jnagnla Velez PE Ne.68182 \BTek Luc. DBA 3BTek USA FL Cert l$04 16023 Sstuglpy Ridge Rd. Cheaterneld. \10 63017 Date: September 28,2023 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Mffek� 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 proper lamagQe. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM 1 Quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200/ MITek-US.com Job Truss Truss Type Qty Ply T31683309 TTH72-80 CJ1 Jack -Open 4 1 Job Reference (optional) Builders Firssource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:48 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-0 1-4-14 1-0-0 1-4-14 Scale = 1:7.4 2x4 = 1-4-14 1-4-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=65(LC 12) Max Uplift 3=-17(LC 9), 2=-129(LC 12) Max Grav 3=19(LC 17), 2=127(LC 1), 4=27(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=3011; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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.Opsf 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 17 lb uplift at joint 3 and 129 lb uplift at joint 2. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, 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. Joagnie Velez PE Ko.68182 N1Tek Ina. DBA \BTek CSA FI. Cerl 604 16023 S I gl.y Ridge Rd. Chr,u-fOd. 310 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not i �� �R 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRP I Quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) Chesterfield, MO 63017 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683310 TTH72-80 CJ3 Jack -Open 4 1 Jab Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, -1-M 2x4 = 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:49 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJCW 3-9-11 Scale = 1:12.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.35 BC 0.15 WB 0.00 Matrix-P DEFL. in (loc) Udefl Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=119(LC 12) Max Uplift 3=-87(LC 12), 2=153(LC 12) Max Grav 3=87(LC 1), 2=205(LC 1), 4=72(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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.Opsf 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 87 lb uplift at joint 3 and 153 lb uplift at joint 2. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE \o.68182 MBTekrue. DBA MTfek USA FL Cerr 6634 16023 Svinilky Ridge Rd. Chester field. 310 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 pproperrtyty damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Tri1 Quail Criterla and DSS-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.st>cscomponents.com) 314.434.12001 MTek-US.com Job Truss Truss Type Qty Ply T31683311 TTH72-80 EJ5 Jack -Open 34 1 Job Reference (optional) Builders Firssource (Tampa, FL), Tampa, FL - 33564, -1-0-0 3x4 = 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:50 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?P sB7OHg3N SgPgn L8w3u ITXbG K WrCDoi7J4zJC?f 5-0-0 5-0-0 5-0-0 Scale = 1,17.4 Plate Offsets (X,Y)— [2:0-4-0,0-0-3) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 2-4 >909 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=173(LC 12) Max Uplift 3=-137(LC 12), 2=155(LC 12) Max Grav 3=134(LC 17), 2=247(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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.Opsf 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 137 lb uplift at joint 3 and 155 lb uplift at joint 2. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any This item has been particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." electronically signed and sealed by Velez, Joaquin, 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. Joaquin VA.. PE No.68182 NETek I e. DBA NIfiek GSA FL Cert 6634 16023 Sntuglty Ridge Rd. CheeterneW. 310 63017 Dnte: September 28,2023 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE. i �� �`9 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SIrrP 1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcseomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683312 TTH72-80 HJ5 Diagonal Hip Girder 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:51 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f -1 t12 7-8-13 1 -12 i 7-8-13 3x4 = 7-8-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.15 2-4 >603 240 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.33 2-4 >276 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-4-9, 4=Mechanical Max Harz 2=172(LC 8) Max Uplift 3=-180(LC 8), 2=283(1-C 8) Max Grav 3=183(LC 1), 2=388(LC 1), 4=148(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.2 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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 speck 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.Opsf 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 180 lb uplift at joint 3 and 283 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 23 lb up at 1-6-10. 85 lb down and 34 lb up at 2-6-11, and 47 lb down and 106 lb up at 4-8-1, and 108 lb down and 95 lb up at 5-1-14 on tap chord, and 5 lb down at 1-6-10, 8 lb down at 2-6-11, and 27 lb down at 4-8-1, and 23 lb down at 5-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 2-4=20 Concentrated Loads (lb) Vert: 7=-3(F) 8=-2(B) 11=-5(F) 12=5(13) This item has been electronically signed and sealed by Velez, Joaquin, 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. dor,gofo Velez PE Fo.68192 MiTek tac. DBA 4BTek USA FL Cer( 6634 16023 Swtogtey Ridge Rd. Chesterfie1L.%10 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek"' a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 Qualty Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) 16023 Swingley Ridge Rd. Chesterfield, MO and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 63017 314.434.12001 MiTek-US.com Job Truss Truss Type Qty Ply T31683313 TTH72-80 T01 Hip Girder 2 n L Job Reference (optional) ounaers rirsioource t I ampa, I -Li, I ampa, rL - aa004, o.odu s Hug aU zuza m1I eK Inausmes, Inc. vvea aep zr-iu:do:ob zuza rage i ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f -�1-0-Q 6-2-6 11-4-12 11 Ill 21-6-0 26-6-10 31-7-4 36-9-10 43-0-0 4,4-0-p 1-0 d 6-21 5-2-0 5 0 10 5-0-10 5-0-10 5 0 10 5-2Fi 6-2 6 5.00 12 6x8 = 2x4 11 4x8 = 7x8 = 4xB = 3 21 22 4 23 24 5 2526 27 6 28 2930 7 31 2x4 11 6xB = 32 8 33 34 9 Scale = 1:73.6 5x8 = 20 35 36 19 37 38 1817 39 40 16 41 42 1514 43 44 t3 45 46 12 5x8 = 2x4 11 5x8 = 7x8 WB = 4x8 = 2x4 11 5x8 = 2x4 11 2x4 I I 7x8 WB = 12: 11-4-12 16-5-6 21-0-0 26E-10 31-7-4 36-NO 43-0-0 6-2-6 5 5-0-10 5-0-t0 5-0-10 5-0-10 5-2-6 6-2. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.82 16 >625 240 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.96 16 >534 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 "Except" 3-6,6-9: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-94(LC 23) Max Uplift 2=-1645(LC 8), 10=1722(1_C 8) Max Grav 2=2532(LC 1), 10=2602(LC 1) PLATES GRIP MT20 244/190 Weight: 531 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5972/3778, 3-4=-8812/5811, 4-5=-8810/5809, 5-6=11509/7662, 6-7=11509/7662, 7-8=-8924/5934, 8-9=-8926/5936, 9-10=-6152/3976 BOT CHORD 2-20=-3371/5458, 19-20=-3370/5475, 17-19=-7060/10896, 16-17=7060/10896, 15-16=-7123/10952, 13-15=-7123/10952, 12-13=-3553/5641, 10-12=-3554/5625 WEBS 3-20=0/450, 3-19=2515/3773, 4-19=-495/505, 5-19=-2340/1584, 5-17=0/383, 5-16=-539/717, 6-16=-447/498, 7-16=-454/644, 7-15=0/383, 7-13=-2267/1515, 8-13=-495/505, 9-13=-2451/3705, 9-12=0/449 NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1645 lb uplift at joint 2 and 1722 lb uplift at joint 10. This item has been electronically signed and sealed by Velez, Joaquin, 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. JoogWn Velez PE Ne.68192 1Diek [ac. DBA kBIek G8A FL Cert 6634 16023 Swiattky Ridge Rd. Chesterfield. NIO 63017 Date: September 28,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. MiTek"' Design valid for use only with MTek® 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 verity the applicability of design parameters and properly incorporate this design into the overall building tlesign. 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria and DSS-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Q ty P ly T31683313 TTH72-80 Tot Hip Girder 2 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:55 2023 Page 2 I D: tP uYCeVfQTfYt30C?ZvfnpzlG U H-RfC?P sB7OHg3N SgPgn L8w3ulTXbGKWrC Doi7J4zJC?f NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 158 lb up at 6-2-6, 125 lb down and 153 lb up at 8-3-2, 125 lb down and 153 lb up at 10-3-2, 124 lb down and 153 lb up at 12-3-2, 124 lb down and 153 lb up at 14-3-2, 124 lb down and 153 lb up at 16-3-2, 124 lb down and 153 lb up at 18-3-2, 124 lb down and 153 lb up at 20-3-2, 124 lb down and 153 lb up at 21-6-0, 124 lb down and 153 lb up at 22-8-14, 124 lb down and 153 lb up at 24-8-14, 124 lb down and 153 lb up at 26-8-14, 124 lb down and 153 lb up at 28-8-14, 124 lb down and 153 lb up at 30-8-14, 125 lb down and 153 lb up at 32-8-14, and 125 lb down and 153 lb up at 34-8-14, and 225 lb down and 372 lb up at 36-9-10 on top chord, and 141 lb down at 6-2-6, 56 lb down at 8-3-2, 56 lb down at 10-3-2, 56 lb down at 12-3-2, 56 lb down at 14-3-2, 56 lb down at 16-3-2, 56 lb down at 18-3-2, 56 lb down at 20-3-2, 56 lb down at 21-6-0, 56 lb down at 22-8-14, 56 lb down at 24-8-14, 56 lb down at 26-8-14, 56 lb down at 28-8-14, 56 lb down at 30-8-14, 56 lb down at 32-8-14, and 56 lb down at 34-8-14, and 141 lb down at 36-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) "this manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-11=54, 2-10=-20 Concentrated Loads (lb) Vert: 3=-68(B) 9=-167(B) 20=88(B) 5=68(B) 17=-28(B) 16=-28(B) 6=-68(8) 15=28(B) 7=68(B) 12=-88(B) 21=-68(B) 22=68(13) 23=68(13) 24=-68(B) 25=-68(B) 27=-68(B) 28=-68(B) 30=68(B) 31=68(B) 32=-68(B) 33=-68(B) 34=-68(B) 35=-28(B) 36=-28(B) 37=-28(B) 38=28(B) 39=28(B) 40=-28(B) 41=-28(B) 42=-28(B) 43=-28(B) 44=-28(B) 45=28(B) 46=-28(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. i/2r2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek* a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIP11 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683314 TTH72-80 T02 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:57 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PSB70H g3NSg P gnL8w3u ITXbGKWrC Doi7J4zJC?f -�1-0-Q 5-1-7 8-7-3 15-0-10 21-0-0 27-11-0 34-4-13 37-10-9 43-0-0 g4-0-p 0- 5-1-7 3-5-12 6-5-6 6-5 6 6-5 6 6-5 6 3-5-12 5-1-7 -0 3x4 = 5x6 = &00 12 3x4 = 4x6 — 3x4 = 5x6 = 4 21 5 22 23 6 7 24 825 26 9 di 1 d Scale = 1:73.6 5x8 = 18 17 16 15 14 13 5x8 = 4x8 = 6x8 = 4x4 = 4x4 = 4x8 = 6x8 = 8-7-3 17-2-6 25-9-10 34-4-13 43-0-0 8-7-3 8-7-3 8-7-3 8-7-3 8-7-3 Plate Offsets(X,Y)-- [2:0-4-0,Edge], [4:0-3-0,0-2-4], [7:0-3-0,Edge], [9:0-3-0,0-2-4], [11:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.63 15-16 >812 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.88 15-16 >583 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.18 11 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-SH Weight: 239 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 8-13 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=-127(LC 10) Max Uplift 2=-943(LC 12), 11=943(LC 12) Max Grav 2=1642(LC 1), 11=1642(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3603/2165, 3-4=-3346/1985, 4-5=3097/1891, 5-6=-4552/2710, 6-8=4552/2710, 8-9=-3097/1891, 9-10=-3346/1985, 10-11=-3603/2165 BOT CHORD 2-18=1890/3274, 16-18=-2420/4349, 15-16=-2625/4756, 13-15=2403/4349, 11-13=-1907/3274 WEBS 3-18=-268/324, 4-18=-522/1012, 5-18=11508/885, 5-16=134/444, 6-16=-316/261, 6-15=-316/261, 8-15=-134/444, 8-13=1508/885, 9-13=521/1012, 10-13=268/324 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 8-7-3, Exterior(2R) 8-7-3 to 14-8-3, Interior(1) 14-8-3 to 34-4-13, Exterior(2R) 34-4-13 to 40-5-12, Interior(1) 40-5-12 to 44-0-0 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 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at signed and sealed and the joint 11. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" on any electronic copies. Joaquin Velez PE No.68182 :MiTek Luc. DBA.NliTek USA FL Cert6634 16023 Svingley Ridge Rd. Cin,o-firld. N10 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRP 1 Quality Criteria and SIB-22 available from Truss Plate Institute (www.tpinsl.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MTek-US.com Job Truss Truss Type Qty Ply T31683315 TTH72-80 T03 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:58 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7DHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1� -O-Q 6�'i-5 11-0-0 18-0-9 24-11-7 32-0-0 36-5-11 43-0-0 4,4-0-p 0- 6-6-5 4-5-11 7-0-9 6-10-13 7-0-9 N-11 6 6-5 -0 5.00 12 5x8 = 2x4 11 4x6 = 3x8 = 5x6 = 422 23 5 24 6 25 7 26 827 Scale = 1:73.7 3x6 - 19 18 17 16 15 14 13 12 3x6 2x4 11 3x4 = Plate LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP NO.2 *Except* 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=159(LC 11) Max Uplift 2=-943(LC 12), 10=-943(LC 12) Max Grav 2=1642(LC 1),10=1642(LC 1) 4x6 = 3x10 = 2x4 11 5x6 = 3x8 = 2x4 II 43-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.90 Vert(LL) 0.52 15-16 >982 240 MT20 244/190 BC 0.94 Vert(CT) -0.74 15-16 >694 180 WB 0.75 Horz(CT) 0.23 10 n/a n/a Matrix-SH Weight: 218 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-16, 7-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3513/2077, 3-4=-3065/1877, 4-5=3607/2258, 5-7=3607/2259, 7-8=2810/1793, 8-9=-3066/1877,9-10=-3512/2077 BOT CHORD 2-19=-1794/3166, 18-19=1794/3166, 16-18=-1479/2792, 15-'16=1949/3606, 13-15=-1949/3606, 12-13=1806/3165, 10-12=-1806/3165 WEBS 3-18=-476/379, 4-18=-161/394, 4-16=577/1077, 5-16=397/373, 7-15=0/281, 7-13=-1059/569, 8-13=-460/879, 9-113=474/379 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 11-0-0, Exterior(2R) 11-0-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(2R) 32-0-0 to 38-1-0, Interior(1) 38-1-0 to 44-0-0 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) 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.Opsf 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 943 lb uplift at joint 2 and 943 lb uplift at joint 10. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, 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. Toageht Velez PE tio.68182 317Tek Iue. DBA iliTek t:SA FL Cert 6634 1602.1 Swiugley Ridge Rd. CheelerBeld, MO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTekt 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 pproperrtyry damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUMP I Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683316 TTH72-80 T04 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:59 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-Q 7-0-5 13-4-13 18.9-10 24-2-6 29-7-3 35-11-11 43-0-0 4,4-0-p -0 7-0-5 6-4-8 5-4-13 5-4-13 5-4-13 6-4-8 7-0-5 -0- c—f- 3x4 = 5x6 = 3x4 3x6 = 5x6 = = 4 5 20 6 7 8 Scale = 1:73.9 3x8 = 18 17 — — c' " c1 G° 11 13 12 3x8 = 2x4 II 3x8 = 4x6 3x4 = 4x6 = 3x8 = 2x4 II 7 0 5 13113 21-6-0 29-7-3 35-11-11 43-0-0 7-0-5 6-4-8 8-1-3 8-1-3 6-4-8 7-0-5 Plate Offsets (X,Y)—[2:0-4-2,0-1-81,[4:0-3-0,0-2-41,[8:0-3-0,0-2-41,[10:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 7.0 Lumber DOL 1.25 BC 0.80 BCLL 0.0 Rep Stress Incr YES WB 0.76 BCDL 10.0 Code FBC2020lrP12014 Matrix-SH DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.41 15-17 >999 240 MT20 244/190 Vert(CT) -0.71 15-17 >724 180 Horz(CT) 0.21 10 n/a n/a Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-191(LC 10) Max Uplift 2=-943(LC 12), 10=943(LC 12) Max Grav 2=1861(LC 17), 10=1861(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3963/2094, 3-4=-3216/1782, 4-5=2947/1724, 5-7=-3388/1933, 7-8=2947/1720, 8-9=-3216/1778,9-10=-3964/2090 BOT CHORD 2-18=-1811/3722, 17-18=-1811/3722, 15-17=-1592/3365, 13-15=1587/3312, 12-13=-1819/3579, 10-12=1819/3579 WEBS 3-18=0/276, 3-17=784/507, 4-17=405/963, 5-17=-654/357, 5-15=0/254, 7-15=0/254, 7-13=654/360, 8-13=-406/963, 9-13=785/507, 9-12=0/276 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 4-6-12 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 44-0-0 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 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at signed and sealed and the joint 10. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. Joagnio V.1- PE No.68182 MDTek Inc. DBA MIT& USA FL Cen 6WA4 16023 Swiogley Ridge Rd. Ckeeterfietd, MO 63017 Dare: September 28,2023 O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' 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 chard 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 ANSIfrPI1 quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponenis.com) 16023 Swingley Ridge Rd. Chesterfield, MO 63017 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683317 TTH72-80 T04A HIP 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:01 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f -1-0-q 7-0.5 13-4-13 18-9-10 24-2-6 29-7-3 35-11-11 43-" 7-0-5 6-4-8 5-4-13 5-4-13 54-13 6-4-8 7-0-5 �nnF-- 3x4 = 5x6 3x4 3x6 = 5x6 = = 4 19 5 20 6 7 8 Scale = 1:73.8 3x8 = 17 16 " — " - — 11 " 12 11 3x8 = 2x4 II 13-4-13 3x8 = 4x6 21-6-0 3x4 = 4x6 = 3x8 = 2x4 11 29-7-3 35-11-11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.85 BC 0.80 WB 0.77 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud -0.41 12-14 >999 240 -0.71 12-14 >723 180 0.21 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-3-8, 2=0-3-8 Max Horz 2=190(LC 11) Max Uplift 10=-857(LC 12), 2=944(LC 12) Max Grav 10=1807(LC 18), 2=1861(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3964/2102, 3-4=-3217/1790, 4-5=2948/1731, 5-7=3390/1945, 7-8=2951/1723, 8-9=-3220/1794,9-10=-3964/2100 BOT CHORD 2-17=-1855/3714, 16-17=-1855/3714, 14-16=-1622/3358, 12-14=-1637/3305, 11-12=-1846/3592, 10-11=1846/3592 WEBS 3-17=0/276, 3-16=784/507, 4-16=405/964, 5-16=-655/358, 5-14=0/255, 7-14=0/253, 7-12=-654/357, 8-12=-416/965, 9-12=793/515, 9-11=0/277 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu@=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Extedor(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 857 lb uplift at joint 10 and 944 lb uplift signed and sealed and the at joint 2. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any nature must be verified signature particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" on any electronic copies. Jeegete Velez PE N..68182 11[11[ek 1ae. DBA 3'BTek USA FL Cert6634 16023 Svrialdev Ridge Rd. CbearerReld, A1O 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 16023 Swingley Ridge Rd. IR fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSPi1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MTek-US.com Job Truss Truss Type Qty Ply T31683318 TTH72-80 T05 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:02 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OH q3N SgPgnL8w3u ITXbGK WrCDOi7J4ZJC?f -1-0-Q 8-4-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0 V:p 'W0- 8-4-4 7-5-5 5-8-6 5-8-6 7-55 8-4-4 1-0-0 5.00 F12 5x8 = 2x4 11 18 6 1920 21 5x8 = Scale = 1:75.2 3x8 = 16 15 L6 14 G9 13 12 3x8 = 2x4 II 5x6 = 3x8 = 5x6 = 2x4 11 Plate Offsets (X,Y)-- [2:0-4-2 0-1-8] [5:0-5-12 0-2-8],[7:0-5-12,0-2-8][10:0-4-2,0-1-8],[13:0-3-0,0-3-0],[15:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.36 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.56 14-15 >920 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 222 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except" TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing. BOT CHORD 2x4 SP No.I `Except' WEBS 1 Row at midpt 3-15, 9-13 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Harz 2=223(LC 11) Max Uplift 2=-943(LC 12), 10=943(1-C 12) Max Grav 2=1861(LC 17), 10=1861(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3888/2047, 3-5=-2973/1686, 5-6=2882/1743, 6-7=2882/1743, 7-9=2973/1686, 9-10=-3889/2047 BOT CHORD 2-16=-1752/3670, 15-16=1752/3670, 14-15=-1217/2786, 13-14=-1230/2675, 12-13=-1766/3503, 10-12=1766/3503 WEBS 3-16=0/345, 3-15=980/593, 5-15=210/669, 5-14=198/447, 6-14=-337/305, 7-14=-198/447, 7-13=-210/670, 9-13=981/593, 9-12=0/345 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 44-0-0 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at joint 10. on any electronic copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any Joagnin Velez PE N.M182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." NflTek Inc. DBA wren USA Ff. Cem 604 16023 Sningley Ridge Rd. Cheslerneld. MO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not i �� �® a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683319 TTH72-80 T05A HIP 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:03 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB70 H g3NSgPgn L8w3u ITXbGKWrC Do i7J 4ZJC?f -1-0-Q 8-4-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0 8-4-4 7-5-5 5� 5-8-6 7-5-5 844 Scale = 1:75.1 5.00 F12 5x8 = 2x4 11 5x8 = 5 17 6 18 19 20 7 3x8 = 15 14 " 13 " 12 11 3x8 = 2x4 11 5x6 = 3x8 = 5x6 = 2x4 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 1.00 BC 0.90 WB 0.36 Matrix-SH DEFL. in (loc) Well Ud Vert(I-Q 0.36 13 >999 240 Vert(CT) -0.56 12-13 >918 180 Horz(CT) 0.20 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 3-14, 9-12 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=221(LC 11) Max Uplift 2=-944(LC 12), 10=857(LC 12) Max Grav 2=1861(LC 17),10=1807(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3889/2054, 3-5=-2974/1694, 5-6=2884/1753, 6-7=2884/1753, 7-9=2975/1694, 9-10=-3884/2055 BOT CHORD 2-15=-1797/3663, 14-15=-1797/3663, 13-14=-1261/2779, 12-13=-1249/2675, 11-12=-1791/3514,10-11=-1791/3514 WEBS 3-15=0/345, 3-14=980/593, 5-14=209/669, 5-13=-199/448, 6-13=-337/306, 7-13=-196/447, 7-12=-212/672, 9-12=989/600, 9-11=01346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 42-10-4 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.0psf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 lb uplift at joint 10. on any electronic copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any Joaquin Velez PE \o.681a2 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." )BTek tua. DBA JDTek USA FL Ccn 6634 16OLI Swiagley fudge Rd. Che,wrr.Od. N10 63017 Date: September 28,2023 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek* a truss system. Before use, the building designer must verity 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 pproperrtyry damagge. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP I Oual(ty Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) Chesterfield, MO 63017 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683320 TTH72-80 T06 Hip 1 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:04 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 12-4-3 18-2-6 24-9-10 30-7-13 36b-0 43-0-0 4p-0-Q -3 T 5-10-3 6-7-3 5-10-3 5-10-3 0 0 Sx6 = 5.00 12 6 20 5x8 = 721 Scale = 1:75.2 3x8 = �� '' 16 `'' 15 — 41 3x8 = 9-5-2 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.t `Except' 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=254(LC 11) Max Uplift 2=-943(LC 12), 11=943(1-C 12) Max Grav 2=1872(LC 17), 11=1876(LC 18) 4x6 = 3x8 = 3x4 = 4x6 3x4 = 43-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TC 0.84 Vert(LL) -0.4013-15 >999 240 MT20 244/190 BC 0.98 Vert(CT) -0.70 13-15 >733 180 WB 0.99 Horz(CT) 0.20 11 n/a n/a Matrix-SH Weight: 223 lb FT = 20% 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, Except: 5-8-0 oc bracing: 15-16. WEBS 1 Row at midpt 7-16 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3934/2082, 3-5=-3692/1963, 5-6=2723/1603, 6-7=2481/1552, 7-8=2733/1603, 8-10=-3702/1963, 10-11=-3943/2082 BOT CHORD 2-18=-1800/3760, 16-18=-1470/3172, 15-16=-1093/2484, 13-15=1483/3010, 11-13=1813/3578 WEBS 3-18=-333/332, 5-18=-192/687, 5-16=-820/522, 6-16=-296/753, 7-15=-297/836, 8-15=-820/522, 8-13=-192/687, 10-13=-333/332 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuB=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24.3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 44-0-0 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) 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.Opsf 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.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at joint 11. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Ia 6 This item has been electronically signed and sealed by Velez, Joaquin, 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. J-9uhr % Oez PE No.68182 MiTek fur. DDA 30II'ek USA FL Cerr 6614 1602.1 Sniagey Ridge Rd. Chesterfield. MO 63017 D.(:P September 28,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek"' 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 properrtyry damage. For general gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Tri1 Qual Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) Chesterfield, MO 63017 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683321 TTH72-80 T06A HIP 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:05 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 6-0 12-4-3 18-2-6 24-9-10 30-7-13 36-6-0 43-0-0 M §6tr0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-6-0 5.00 12 5x6 = 6 19 5x8 = 720 Scale = 1:75.1 3x8 = I ZZ z3 1C 15 Zn 14 13 Zo Ze iz 3x8 = 3x4 = 4x6 = 3x8 = 3x4 = 4x6 3x4 = 9-5-2 18-2.6 24-9-10 33-6-14 43-0-0 9-5-2 8-9-5 6-7-3 8-95 9-5-2 Plate Offsets (X,Y)-- [2:0-4-2,0-1-8], [6:0-3-0,0-2-4], [7:0-5-12,0-2-8], [11:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 TCDL 7.0 Lumber DOL 1.25 BC 0.98 BCLL 0.0 Rep Stress Incr YES WB 0.99 BCDL 10.0 Code FBC20201TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 "Except' 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=253(LC 11) Max Uplift 2=-944(LC 12), 11=857(LC 12) Max Grav 2=1873(LC 17), 11=1822(LC 18) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.40 12-14 >999 240 MT20 244/190 Vert(CT) -0.70 12-14 >734 180 Horz(CT) 0.20 11 n/a n/a Weight: 221 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 5-7-5 oc bracing: 14-15. WEBS 1 Row at midpt 7-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3935/2089, 3-5=-3693/1971, 5-6=2725/1611, 6-7=2483/1560, 7-8=2734/1605, 8-1 0=-3710/1974, 10-11 =-3954/2108 BOT CHORD 2-17=-1844/3753, 15-17=-1514/3165, 14-15=-1112/2483, 12-14=1504/3011, 11-12=-1842/3589 WEBS 3-17=-333/332, 5-17=-192/687, 5-15=820/522, 6-15=-297/754, 7-14=-298/837, 8-14=-823/525, 8-12=-217/693, 10-12=338/353 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 42-10-4 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) 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.Opsf 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.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 lb uplift at joint 11. 8) 'This manufactured product is designed as an individual building component. The suKability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, 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. Joagnte Velez PE No.68182 NETek Itic DBA NUT& USA FT. Cert 6634 16023 Swingley Ridge Rd. C hesterlleld, N10 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTeV a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SUTP i Qual ty Criteria and SB-SIBavailable from Truss Plate Institute (www.tpinst.org) and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) Chesterfield, MO 63017 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683322 TTH72-80 T07 Hip 1 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:06 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1 0 Q 7 0 1 1311 111-8 23-10-8 30-0-0 35-11-15 43-0-0 4f"-p -0 7.1 5-11-15 6-1-8 4-9-0 6-1-8 5-11-15 7-0-1 `1-0-0 5x6 = 5.00 F12 5x8 = Scale = 1:75.2 3x8 = 10 z1 lez 1t 16 is 15 14 w Zo -io 3x8 = 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = 43-0-0 Iv 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.73 BC 0.96 WB 0.41 Matrix-SH DEFL. in (lac) Vdefl Ud Vert(LL) -0.40 13-15 >999 240 Vert(CT) -0.70 13-15 >728 180 Horz(CT) 0.17 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 228 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins. 1-4,9-12: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 Gc bracing. BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 *Except* WEBS 1 Row at midpt 5-16, 7-16, 8-15 14-17: 2x4 SP No.2 WEBS 2x4 SP ND.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=-267(LC 10) Max Uplift 2=-943(LC 12), 11=943(1-C 12) Max Grav 2=1871(LC 17), 11=1873(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3899/2048, 3-5=-3656/1936, 5-6=2628/1546, 6-7=2388/1500, 7-8=2631/1546, 8-1 0=-3661/1936, 10-11 =-3905/2048 BOT CHORD 2-18=1764/3735, 16-18=-1422/3112, 15-16=-1019/2395, 13-15=1434/2951, 11-13=-1776/3539 WEBS 3-18=-351/346, 5-18=-214/750, 5-16=877/557, 6-16=-330/762, 7-15=-326/836, 8-15=-879/558, 8-13=-214/751, 10-13=351/346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu@=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E) This item has been 19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left electronically signed and and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at joint 11. On any electronic Copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any Joaquin Velez PE ho.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." NbTek Inc. DBA NDTek USA FL Cerr 6634 16023 Sainglec Ridge Rd. Chesterfield. MO 63011 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTeks 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 budding 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 A SVTPIt quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcsoomponents.com) 16023 Swingley Ridge Rd. Chesterfield, MO 63017 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683323 TTH72-80 T07A HIP 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:07 2023 Page 1 I D: tPuYCe VfQTfYt3OC?ZvfnpzlG U H-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrC Doi7J4zJ C?f -1-0-0 7-0-1 13-01 19-1-8 23-10-8 30-0-0 35-11-15 43-0-0 -0 7-0.1 _Jr 4-9-0 6-1-8 5-11-15 7-0-1 5x6 = 5.00 12 5x8 = Scale = 1:75.1 3x8 = Ir [u ci to 15 z2 14 13 23 z4 1Y 3x8 = 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = 9-10-15 19-1-8 23-10-8 33-1-1 43-M ' 9-10-15 9-2-9 4-9-0 + 9-2-9 9-10-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 TCDL 7.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 Rep Stress Incr YES WB 0.41 BCDL 10.0 Code FBC2020ITP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 'Except' 1-4,9-11: 2x4 SP No.1 BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 'Except' 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.40 12-14 >999 240 MT20 244/190 Vert(CT) -0.70 12-14 >729 180 Horz(CT) 0.17 11 n/a n/a Weight: 227 lb FT = 20% 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 5-15, 7-15, 8-14 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=265(LC 11) Max Uplift 2=-944(LC 12), 11=857(LC 12) Max Grav 2=1871(LC 17), 11=18191LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3900/2055, 3-5=-3656/1944, 5-6=2629/1554, 6-7=2389/1507, 7-8=2633/1549, 8-10=-3669/1950, 10-11=-3914/2074 BOT CHORD 2-17=-1808/3727, 15-17=-1466/3104, 14-15=-1038/2387, 12-14=-1455/2952, 11-12=-1805/3550 WEBS 3-17=-351/346, 5-17=-214/750, 5-15=877/557, 6-15=-331/763, 7-14=-327/837, 8-14=-881/560, 8-12=-238/757, 10-12=354/365 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; 1_=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E) This item has been 19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 42-10-4 zone; cantilever left and right exposed ; end vertical electronically signed and left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.0psf. I Snature must be verified g 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 lb uplift at joint 11. on any electronic copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any Joagrdo VA.. PE lta.6a1a2 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." stiTek luc. DBA Welk USA e3, Cert 6634 16023 Swfngiey Ridge Rd. Chesrer6eid. 3fO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek"' a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and SS-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683324 TTH72-80 T09 Common Supported Gable 16 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:09 2023 Page 1 I D: tP uYCeVfQTfYt30 C?ZvfnpzlG U H-RfC?P sB7OHg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJ C?f 1 0 Q 21-" 43-0-0 21-6-0 21-6-0 Scale = 1:73.0 5x6 = 5.00 12 13 14 3x6 = 3x6 = 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 TCDL 7.0 Lumber DOL 1.25 BC 0.18 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH DEFL. in floc) I/deft L/d PLATES GRIP Vert(LL) -0.00 1 n/r 120 MT20 244/190 Vert(CT) 0.00 1 n/r 120 Horz(CT) 0.01 24 n/a n/a Weight: 271 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 13-35, 12-36, 14-34 REACTIONS. All bearings 43-0-0. (lb) - Max Horz 2=297(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26, 24 except 37=-104(LC 12), 43=-104(LC 12), 45=153(LC 12), 33=-104(LC 12), 27=-107(LC 12), 25=179(LC 12) Max Grav All reactions 250 lbor less at joint(s) 2, 35, 36, 37, 39, 40, 41, 42, 43, 44, 34, 33, 31, 30, 29, 28, 27, 26, 24 except 45=258(LC 17), 25=271(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-10=-113/307, 10-11=-128/376, 11-12=-152/448, 12-13=176/512, 13-14=-176/512, 14-15=-152/448, 15-16=-128/376, 16-17=-104/307 WEBS 3-45=-180/332, 23-25=-186/377 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-0-0 to 3-6-0, Exterior(2N) 3-6-0 to 21-6-0, Comer(3R) 21-6-0 to 25-9-10, Exterior(2N) 25-9-10 to 43-0-0 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) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26, 24 except (jt=lb) 37=104, 43=104, 45=153, 33=104, 27=107, 25=179. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 24. 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Id; This item has been electronically signed and sealed by Velez, Joaquin, 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. Joagdn Velez PE N..68182 Siliek tnr. DDA SDTek USA FL Cert 6634 16023 Svingley Ridge Rd. Chemerrreld. MO 63,017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUMP I Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683325 TTH72$0 T10 Common 42 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:10 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OH g3NSgPgnL8w3u ITXbG K WrC Doi7J4zJ C?f i1-0-Q 7-7-3 14-6-4 21-6-0 28-5-12 35-4-13 43-0-0 4"-p 7-7-3 6-11-1 6-11-12 6-11-12 6-11-1 7-7-3 dI 0 Scale = 1:72.2 5x6 = 3x8 = I tZ -10 -1 Za m iw w — - is 3x8 = 3x4 = 4x6 = 3x4 = 3x4 = 06 = 3x4 = 8-11-14 17-3-15 25-8-1 34-0-2 43-0-0 8-11-14 8-4-1 8-4-1 8-4-1 8-11-14 Plate Offsets (X,Y)— [2:0-4-2,0-1-8], [4:0-3-0,Edge], [8:0-3-0,Edge], [10:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.40 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.68 14-15 >754 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-SH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=298(LC 11) Max Uplift 2=-943(LC 12), 10=943(LC 12) Max Grav 2=1885(LC 17), 10=1885(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3933/2001, 3-5=-3807/2013, 5-6=2890/1660, 6-7=2890/1660, 7-9=3808/2013, 9-10=-3933/2001 BOT CHORD 2-17=-1707/3785, 15-17=-1308/3022, 14-15=-850/2218, 12-14=-1309/2875, 10-12=-1708/3561 WEBS 6-14=-518/1152, 7-14=-763/574, 7-12=393/911, 9-12=360/364, 6-15=-518/1152, 5-15=-763/574, 5-17=-393/910, 3-17=-360/364 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 44-0-0 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.Opsf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (1t=lb) 2=943, 10=943. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, 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. JoagNn Velez PE N..68182 \BTek Iat. DBA 3IITek USA FL Cert 6634 16023 Swingley Ridge Rd. Cleelerruld. WD 63017 Date: September 28,2023 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1l2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTeko 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 gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) Chesterfield, MO 63017 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683326 TTH72-80 T10A COMMON 19 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:11 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJCW �1 0 p 7-7-3 14-6-4 21 6-0 285-12 354-13 43-0-0 7-7-3 6-11-1 6-11-12 6-11-12 6-11-1 7-7-3 5x6 = 5.00 12 Scale = 1:72.2 US = Io 21 10 -114 LS L4 13 1L LJ Lo 11 US = 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = Io i 8-11-14 17-3-15 25-8-1 34-0-2 43-0-0 8-11-14 8-4-1 8-4-1 8.4-1 8-11-14 Plate Offsets (X,Y)— [2:0-4-2,0-1-8], [4:0-3-0,Edge], [8:0-3-0,Edge], [10:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.40 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.68 13-14 >752 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-SH Weight: 216 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=297(LC 11) Max Uplift 2=944(LC 12), 110=857(LC 12) Max Grav 2=1886(LC 17), 10=1831(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3934/2003, 3-5=-3808/2015, 5-6=2892/1661, 6-7=-2892/1670, 7-9=-3817/2052, 9-10=-3943/2040 BOT CHORD 2-16=-1751/3777, 14-16=-1352/3015, 13-14=-894/2210, 11-13=-1329/2875, 10-11=-1767/3572 WEBS 6-13=-519/1154, 7-13=-765/576, 7-11=424/918, 9-11=363/380, 6-14=-519/1152, 5-14=-763/574, 5-16=-393/910, 3-16=-360/363 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu@=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 42-10-4 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 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' using a Digital Signature. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fa between the bottom chord and any other members, with BCDL = 1 O.Opsf. Printed copies of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) document are not considered 2=944,10=857. 'This signed and sealed and the 7) manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. Joagnfa Velez PE N..68182 MTek luc. DBA NBTek USA FL Cerr 6634 16023 Swtagley Ridge Rd. Ch-I-fiield. MO 63017 Dare.; September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. i �� �A 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 damaggee. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSWIT ll OualNy Criteria and SB-22 available from Truss Plate Institute (www.tpmsLorg) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbescomponenls.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type City Ply T31683327 TTH72-80 T11 Common 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:12 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-Q 7-7-3 14-&-10 21-6-0 28-5-6 35-4-13 43-0-0 , 45-0-0 7-7-3 6-11-6 6-11-6 6-11-6 6-11-6 7-7-3 21 d 5x6 = 5.00 12 3x4 = 4x6 = 3x4 = 3x4 = 3x4 = 4x6 = Scale= 1,73.7 Plate Offsets (X,Y)— [2:0-4-2,0-1-8], [4:0-3-0,Edge], [8:0-3-0,Edge], [10:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.40 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.68 14-15 >757 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-31 O(LC 10) Max Uplift 2=-939(LC 12), 10=1020(LC 12) Max Grav 2=1885(LC 17), 10=1934(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3932/1997, 3-5=-3806/2010, 5-6=2887/1656, 6-7=2886/1647, 7-9=3785/1971, 9-10=-3923/1959 BOT CHORD 2-17=-1668/3792, 15-17=-1252/3027, 14-15=-827/2225, 12-14=-1281/2869, 10-12=-1668/3537 WEBS 6-14=-516/1150, 7-14=-757/569, 7-12=362/894, 9-12=354/345, 6-15=-519/1153, 5-15=-763/575, 5-17=-395/913, 3-17=361/365 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 45-0-0 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 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. seated by Velez, Joaquin, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' using a Digital Signature. 5) This truss has been designed for a live load of 20.Opsf 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.Opsf. Printed Copies Of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (lt=lb) document are not considered 2=939,10=1020. 'This signed and sealed and the 7) manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. Joaquta Velez PE \0,68182 \BTek Inc. DBA NUTek USA FL CeM 6634 16023 Sniagley Ridge Rd. Chesterfield. MO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. MiTek" 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see Blimp I quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponeMs.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683328 TTH72-80 Vol GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 5-6-8 e d d 2x4 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:13 2023 Page 1 1 D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB70H g3NSg Pqn L8w3u ITXbGK WrC Doi7J4zJC?f 11-1-0 4x4 = 2x4 11 2x4 11 2x4 11 2x4 Scale = 1:17.8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020lTPI2014 CSI. TC 0.17 BC 0.13 WB 0.11 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-1-0. (lb)- Max Horz 1=55(LC11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-184(LC 12), 6=184(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=279(LC 1), 6=279(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-187/368, 4-6=187/368 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-6-8, Exterior(2R) 5-6-8 to 8-6-8, Interior(1) 8-6-8 to 10-3-15 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf 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) 1, 5, 7 except This item has been (it=lb) 8=184, 6=184. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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. Joaquin Velez PE Ro.68182 -MiTek luc. DBA MTek USA FL Cert6634 16023 Swtugiev Ridge Rd. Chesterfield, MO 63017 Datrc September 28,2023 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP11 Duality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type City Ply T31683329 TTH72-80 V02 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:14 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3N SgPgnLBw3u ITXbGK WrC Doi7J4zJC?f 4-0-0 8-" 4-0-0 4-" v d 3x4 2x4 II 4x4 = 3x4 Scale = 1:14.6 :d d 7-11-6 0 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-10-13, 3=7-10-13, 4=7-10-13 Max Horz 1=37(LC11) Max Uplift 1=-64(LC 12), 3=-64(LC 12), 4=-133(LC 12) Max Grav 1=107(LC 21), 3=107(LC 22), 4=273(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-169/308 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf 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) 1, 3 except (jt=lb) 4=133. This item has been 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any electronically signed and particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." sealed by Velez, Joaquin, 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. Jaagnin Velez PE No.68182 3BTek Inc. DBA kBTek USA FL C-C 6634 16023 Swiugley Ridge Rd. C'hesterfiield, MO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 11212023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTekw 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 propej dame9e. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SIIT►1 Quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.st)cscomponents.com) 314.434.1200 / MiTek-US.conl Job Truss Truss Type Qty Ply T31683330 [Job TTH72-80 V03 Valley 1 1 Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:15 2023 Page 1 ID:IPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-0-0 44)-0 2x4 � 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0.0, 3=4-0-0 Max Horz 1=-14(LC 10) Max Uplift 1=-50(LC 12), 3=50(LC 12) Max Grav 1=92(LC 1), 3=92(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf 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) 1, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 NRiek Inc. DDA AD7ek USA FL Cert 6634 16023 Swingley Ridge Rd. Chesterfield. A10 63011 Date: September 28,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. MiTek" 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 proper damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A S 1 Quality Criteria and SS-22 available from Truss Plate Institute (wwwApinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www,sbcscomponents.com) 314.434.12001 MiTek-US.com Job Truss Truss Type Qty Ply T31683331 TTH72-80 VO4 GABLE 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:16 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-1-8 4-3-0 3x6 = Scale: 1.5"=1' 5.00 rl2 2 3 1 2x4 i 2x4 4-3-0 4-3-0 Plate Offsets (X,Y)-- [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-3-0, 3=4-3-0 Max Horz 1=-16(LC 10) Max Uplift 1=-55(LC 12), 3=-55(LC 12) Max Grav 1=101(LC 1), 3=101(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf 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) 1, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, 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. Joagtde Velez PE tio.68182 VBTek Inv. DBA 3DTek USA FL Cen 6614 16023 Sninglep Ridge Rd. Chesterfield, MO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2021 BEFORE USE. Design valid for use only with Mi ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.st)cscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683332 TTH72-80 V05 GABLE 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 4-6-8 v a 0 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:17 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 9-1-0 4-6-8 4x4 = 8 7 6 2x4 2x4 II 2x4 11 2x4 II 2x4 Scale = 1:16.7 9-1-0 910 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020fTPI2014 Matrix-SH Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-1-0. (lb) - Max Horz 1=-43(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-127(LC 12), 6=-127(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7, 8, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-142/301, 4-6=142/301 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuk=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-6-8, Exterior(2R) 4-6-8 to 7-6-8, Interior(1) 7-6-8 to 8-3-15 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf 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) 1, 5 except (jt=lb) This item has been 8=127, 6=127. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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. doagnin Velez PE \0.68182 NhTek lac. DBA 3'BTelk VSA FL Cert 6634 16023 Snieglec Ridge Rd. Ckest-&Id, MO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Mffek� 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683333 TTH72-80 V06 Valley 2 1 Jab Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 2-6-8 v d d 2x4 &00 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:18 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 5-1-0 3x6 = 2x4 Scale = 1:9.8 :d d 0 0 5-M Plate Offsets (X,Y)— [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (ldc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (size) 1=4-11-13, 3=4-11-13 Max Horz 1=-21(LC 10) Max Uplift 1=-72(LC 12), 3-72(LC 12) Max Grav 1=132(LC 1), 3=132(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-148/287, 2-3=148/299 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf 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) 1, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any This item has been particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." electronically signed and sealed by Velez, Joaquin, 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. Toagniu V.1- PE No.68182 JBTek lac. DBA.IBTek USA FL Cert 6614 16CLt Saiegley Ridge Rd. Chesterfield, N10 0017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTeV 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 proper damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SI7TP i Qual ty Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MTek-US.com Job Truss Truss Type Qty Ply T31683334 TTH72-80 V07 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MITek Industries, Inc. Wed Sep 27 10:36:18 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJCW 7-3-12 14-7-8 7-3-12 7-3-12 e d d TRUSS DESIGNED FOR WIND LOADS IN THE PLANE Scale = 1:23.7 4x4 — OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT s QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 3x4 i 16 15 14 13 12 11 10 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-7-8. (lb)- Max Horz 1=1121LC11) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 14, 15, 12, 11 except 16=146(1-C 12), 10=1461LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13, 14, 15, 16, 12, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=301t; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 7-3-12, Exterior(21R) 7-3-12 to 10-3-12, Interior(1) 10-3-12 to 13-11-15 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf 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 100 lb uplift at joint(s) 1, 9, 14,15,12, This item has been 11 except Ot=lb) 16=1 46, 1 0=1 46. electronically signed and 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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. Joagaln Velez PE N..68182 NETek loc. DBA N1Tek USA FL Cert 404 16023 Swingley Ridge Rd. Ceeslerrreld. 310 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" 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 gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MTek-US.com Job Truss Truss Type Qty Ply T31683335 TTH72-80 V08 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:19 2023 Page 1 IO:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 5-7-12 11-3-8 5-7-12 5-7-12 Scale = 1, 19.6 4x6 = v .0 0 4 4x4 - 2x4 11 4x4 11-3-0 0 -8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 37 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=11-2-8, 3=11-2-8, 4=11-2-8 Max Horz 1=-84(LC 10) Max Uplift 1=-104(LC 12), 3=-104(LC 12), 4=-196(LC 12) Max Grav 1=169(LC 21), 3=169(LC 22). 4=411(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-251/355 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-7-12, Exterior(2R) 5-7-12 to 8-7-12, Interior(1) 8-7-12 to 10-7-15 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf 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) This item has been 1=104, 3=104, 4=196. electronically signed and 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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. J-9.10 Velez PE tio.68182 MiTek lar. DBA 3DTek C"SA FL Cen 6634 16023 Swiagiep Ridge Rd. C6estergetd. MO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1/2/2023 BEFORE USE. ■ x Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek a truss system. Before use, the building designer must verity 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683336 TTH72-80 V09 Valley 1 1 Job Reference (optional) Builders FirstSeurce (Tampa, FL), Tampa, FL - 33564, GS d 3x4 i 2x4 11 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:20 2023 Page 1 I D: tP uYCeVfQTfYt30C?ZvfnpzlGU H-RfC?P sB70H q3N SgPgnL8w3u ITXbGKWrCDoi7J4zJC?f 7-11-8 4x4 = 3x4 Scale = 1:14.7 .d d 7-11-0 7-1j-8 7-11-0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-10-8, 3=7-10-8, 4=7-10-8 Max Horz 1=56(LC 11) Max Uplift 1=-69(LC 12), 3=69(LC 12), 4=-131(LC 12) Max Grav 1=113(LC 21), 3=113(LC 22), 4=275(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=167/293 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 3-11-12, Exterior(2R) 3-11-12 to 6-11-12, Interior(1) 6-11-12 to 7-3-15 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) This item has been 4=131. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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. Joaquin V.1- PE No.68182 Nl Tek lur. DBA ABTek USA FL Cert 6634 1602.1 S�iugley Ridge Rd. Chesterfield. MO 63017 Date: September 28,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see S 11 Quality Criteria and OSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683337 TTH72-80 V10 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 2-3-12 2x4 i 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:21 2023 Page 1 I D:tP uYCeVfQTfYt30C?ZvfnpzlGU H-RfC?P sB7OHg3NSg P gnL8w3u ITXbG K WrC Doi7 J4zJC?f 3x6 = 2 2x4 J Scale = 1:8.6 rg 0 0 8 4-7-0 Plate Offsets (X,Y)— [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-6-8, 3=4-6-8 Max Horz 1=-28(LC 10) Max Uplift 1=-68(LC 12), 3=-68(LC 12) Max Grav 1=125(LC 1), 3=125(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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 speck to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard 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) 1, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, 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. JoagaW Velez PE N0.68182 MITek luc. DBA N1Tek USA FL Cert 6634 16023 SMuglec Ridge Rd. Ch-terGeld. \10 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1t212023 BEFORE USE. i �� �� Design valid for use only with MTek® 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 gproppe damagge. For general gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TP 1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.st)C c mponerds.com) 314.434.12001 MTek-t1S.com Job Truss Truss Type Qty Ply T31683338 TTH72-80 V11 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 3x4 2x4 II 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:22 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 4x4 = 3x4 Scale = 1:14.2 :d d 7-8-0 7-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-8-0, 3=7-8-0, 4=7-8-0 Max Horz 1=-35(LC 10) Max Uplift 1=-60(LC 12), 3=-60(LC 12), 4=-127(LC 12) Max Grav 1=102(LC 21), 3=102(LC 22), 4=258(LC 1) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-159/296 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf 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) 1, 3 except (jt=lb) 4=127. This item has been 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any electronically signed and particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." sealed by Velez, Joaquin, 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. Joaquin Velez PE Dro.68182 MiTek Inc. DBA MBTTek USA FL Cer 6634 16023 Saiagtey Ridge Rd. Chesterfield. M70 63017 Dare: September 28,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek 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 proper damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SIR►1 Quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MiTek-US.com 4& Symbols PLATE LOCATION AND ORIENTATION 112 L 14- Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. J�Apply plates to both sides of truss and fully embed teeth. 0-11fi r W For 4 x 2 orientation, locate plates 0- ''+6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number/letter where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-22: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 TOP CHORDS 3 Joint ID typ 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. Product Code Approvals ICC-ES Reports: ESR-1988, ESR-2362, ESR-2685, ESR-3282 ESR-4722, ESL-1388 Design General Notes Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2023 MiTek® All Rights Reserved MOITeka MiTek Engineering Reference Sheet: MII-7473 rev. 1/2/2023 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 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 ANSIfTPI 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. DESCRIPTION: LOT(S)15-22 TYSON TOWNHOMES, ACCORDING TO SITE PLAN SEC. 2, TWP. 26 S, RNG 21 E. K THE PLAT THEREOF, RECORDED IN PLAT BOOPAGE(S)_ OF PASCO COUNTY, FLORIDA THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. (NOT A SURVEY) (TYSON TOWNHOMES) This SITE PLAN Prepared for and Certified To: LEGEND: Starlight Homes Scale: 1 " = 20' _-,-= PROPOSED DRAINAGE FLOW (00.00) = PROPOSED GRADE E-00.00 = EXISTING GRADE I LOT 23 N 88°58'59" W (P) 83.10' (P) ; : "17 1 E (P) * = 10.00' UTILITY EASEMENT 99 28' -� --� -- - _ - - ! GOLD STREET N rN . y 0- TRACT "A" '� o: o: - : •- : V (HOA) RIGHT-OF-WAY NOTES: 1s.1' : 22.b' LOT GRADING TYPE =N/A 0 :.; :o 43.0' ........................ . o PROPOSED PAD ELEVATION = 100.51' 00 Z 0 0 :1= LOT 22 o' :''. '''• • ;. .: o f '; FRONT SET BACK = 20' Q LlJ o0. m QSED n a PROPO�N1386ENCE - 4 0 A .•. r.., M. :.. ;•, , Q4.0' SIDE SET BACK = 10' - ELEV N GARAGE -RIGHT F c0 d I REAR SETBACK = 15' U d= m i- O m �A a LOT21 ^ c�' �.. ;' ? •;•';..` Z N - PROPOSED RESIDENCE 4.0' ' ; • :' :' 0 •' Q Q� f- J \O p 4.0, - PLAN 1387 O w o_ LU LOT = 14563 SO. FT. IL _ GARAGE -RIGHT F w I N♦ p Ln Co LIVING AREA = 4858 SO. FT. NC N 88°58'59" W P 83.0 ' (P W ''1. " 01 0� O ENTRY = 249 SO. FT. -------- -------------- ---- ----- '` GARAGE = 1771 SO. FT. 41 A/C 39.0' T - •• ` COVERED LANAI = XXX SO. FT. %3 a 4.0' LOT 20 W • * I co I PATIO = 320 SO. FT. �/V o- " P PROPOSED RESIDENCE4.0'• ' O _ POOL AREA XXX SO. FT. 1 0 p 0 O .� PLAN 1386 ELEV LR ..: •:.:�•.;.•s, ��':.�Q .• .... w! CONC. DRIVE = 1344 SO. FT. O Na. GARAGE -LEFT "' •" '' !•. A/C & CONC PAD = 72 SO. FT. ME --------tl<o' /.: N 88°58'59" W P 83 -------------- 01' P ------- �• -----♦ -- •' ' '' a SIDEWALK 278 SO. FT. 102.73' SIDE YARD SWALE = XXX SO. �• Q W PROPOSD RESDENCECONSERVATION AREA =XXX SO. FT. o ii- PLAN 13860 LL O LOT OCCUPIED = 61 /0 2 i� Q - O O 4.0' a` ELEV K GARAGE -RIGHT 45'-0" G` � l!1 w 4,0' - , p p ° - AREA TO IRRIGATE = 39 % V 2 p 0 a' I o N O w , W Z N Nc N 88°58'S9_ W (P)-82 00 99' (P) '.0 '.. •sC .�, Z t C9 w } 3 O --- 39.0' _^ -----L-- c `'` Z ^ •'"- 00 a 4.0' LOT 18 '-' PROPOSED RESIDENCE a` 4.0' 'V- Q l=7 ~ ff ui ,\O� o ': O O 0 ON ,� .0 PLAN 1387 ELEV AR in .� . �' O .'n .� . ° fV ,. Q Q 1 0 + 17 '� O 'F- a GARAGE -LEFT 0� • ! N„ •"' c i N C N.88'S8'S •W. ________ '58- ________ 9__ P -_ ____ e• •,., ----_--_ ^- i Z 82.94 39.0' I [LD LOT17 ^ 01 `v 6 PROPOSED RESIDENCE 4.0'. ' •� •. s' - O 4.0' PLAN 1386 ELEV M • O , O GARAGE RIGHT 0.1 O Z C • ------- ` ----------39.0' -- - ---- ----- -- `SQ' A/C Q } �00 ^ •' I is 00 4.0' w • C 10' UTILITY Lu O>° Q l7 • .^ :o G` PROP SEED RESIDENCE PLAN 1387 4 0' •. O - *_ & SIDEWALK Q d 0 O ELEV KR ;'•i..'• :,� .; O....p :pEASEMENT O_ O FA. GARAGE-LEFTU °° ---------------------- N 88°58'59" W P 82 99' P ---T - -- -----� -- �- =WATER Y V) O �� NC . METERS z m W LOT t5 s 3o L.. ,�� 4.0 PROPOSEDRESIDENCE 4.0 OLL .0 �p .�, ,. •�..;:a '.�.:,• _ a• FT- Q ELEV OR ' Q p 'Q GARAGE -LEFT r. p� .A! .. O ... O Z 20.1' ° :.. 43.0' • O .,r ,: . w PROPOSED: 2.07' (P) N 88°58'59" W (P) 83.07' (P) I t MINIMUM FLOOR ELEVATIONS: LOT 14 q LIVING AREA: 101.18' oti• r ` , GARAGE AREA: ELEVATIONS REFERENCED TO APPARENT FLOOD HAZARD ZONE: WCOMMUNITY NO. 120235 NORTH AMERICAN VERTICAL (MAP NUMBER 12 10 1 C-0452-F) EFFECTIVE DATE: 09/26/2014 DATUM OF 1988 APPARENT FLOOD HAZARD ZONE: W COMMUNITY NO. 120235 (MAP NUMBER 12 10 1 C-0456-F) EFFECTIVE DATE: 09/26/2014 SURVEY ABBREVATIONS LEGEND AI =ARC LENGTH (D) =DEED INV =INVERT PC - LB =LICENSED BUISNESS PCC POINT OF CURVE = POINT OF COMPOUND CURVE (RI - RECORD RNG =RANGE a,4. p• VINYL FENCE r-1 A/C =AIR CONDITIONER AF = ALUMINUM FENCE D.E= DRAINAGE EASEMENT EL OR ELEV = ELEVATION L.E = LANDSCAPE EASEMENT PCP P/E - PERMANENT CONTROL POINT - POOL EQUIPMENT RRS = RAIL ROAD SPIKE R/W = RIGHT OF WAY WOOD FENCE BFE = BASE FLOOD ELEVATION BM BENCH MARK EOP = EDGE OF PAVEMENT =EASEMENT LFE = LOWEST FLOOR ELEVATION LS = LICENSED SURVEYOR PG - PAGE SEC - SECTION = ASPHALT C = CURVE (C) = CALCULATED ESM'T F/C = FENCE CORNER FCM = FOUND CONCRETE (M) = MEASURED PI =POINT MES = MITERED END SECTION PK -PARKER OF INTERSECTION KALON SN&D = SET NAIL AND DISK LB#8183 SIR = SET 1/2• IRON ROD LB# 8183= CHAIN LINK FENCE 4 = CENTERUNE CLF = CHAIN LINK FENCE MONUMENT FIP = FOUND IRON PIPE NCF = NO CORNER FOUND R O/A = OVERALL POB = PROPERTY LINE - POINT OF BEGINNING TBM =TEMPORARY BENCH MARK BRICK CMP = CORRUGATED METAL PIPEFIR = FOUND IRON ROD OHW = OVERHEAD WIRE(S) POC POL = POINT OF COMMENCTMENT = POINT ON LINE TOB = TOP OF BANK TWP =TOWNSHIP ALUMINUM FENCE COL = COLUMN CONC = CONCRETE FNbD =FOUND NAIL &DISK PIPE O.R. =OFFICIAL RECORDS (P) = PLAT PRC = POINT OF REVERSE CURVE U.E = UTILITY EASEMENT ®=COVERED C/S = CONCRETE SLAB FOP = FOUND OPEN FPP FOUND PINCHED PIPE PB =PLAT BOOK PRM = PERMANENT REFERENCE MONUMENT VF = VINYL FENCE CST - CLEAR SIGHT TRIANGLE SURVEYOR'S NOTES: SURVEYOR'S CERTIFICATE 1708 Water Oak Drive o s JOB # 1.) Current title information on the subject property had not been This certifies that sketch of the hereon described v1P5SEE Tarpon Springs, Florida V P . J TV P.I.N. ate of Plan:1-30-23 furnished to Initial Point Land Surveying, LLC. at the time of this property was �uR �4iry� upervision and Phone: (727)-831-1990 RG.I.W RGA.E. _ < WG:L15-22 TSYON TH-SITE SITE PLAN title search. meets the �@j?�40e Practice for �Sq�ard of Land FloridaPLS7123@gmail.com , T PI.S MP I.SE 2 RG.I.W. RG.1.E. LB# 8183 ° 2.) This sketch was prepared without the benefit of a surveys �,s� r "DES OE No instruments of record reflecting ownership, easements or S rve ��F gned C d File: rights -of -way were furnished to the undersigned, unless otherwise A?Ihl lstr V �1 a ti n 47'. (�� Je M rt)e Drawn by: DJB shown hereon. 3.) Roads, walks, and other similar items shown hereon were taken Pu Statuil Date: �.05.2 Date: Checked byJH from engineering plans and are subject to survey. 4.) This SITE PLAN does not reflect nor determine ownership. u n .05.2 I �T E REVISIONS 5.) This SITE PLAN is subject to matters shown on the Plat of �� C "TYSON TOWNHOMES" Jeff M. Q 6.) Dimensions shown hereon are in feet and decimal portions FLORIDA'* `._ �R AND thereof. MAPPER N WY 7.) Contractor and owner are to verify all setbacks, building -40 dimensions, and layout shown hereon prior to any construction, NOT VALID WITHOUT THE ORIGINAL and immediately advise Initial Point Land Surveying, LLC. of any SIGNATURE AND SEAL OF A FLORIDA MAPPER Initial Point Land Surveying, LLC. deviation from information shown hereon. Failure to do so will be LICENSED SURVEYOR AND DESCRIPTION: LOT(S)72-80 TYSON TOWNHOMES, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK 91, PAGE(S)130-135, OF THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. LOT = 17006 So. FT. LIVING AREA = 5469 SO. FT. ENTRY = 281 SO. FT. GARAGE = 1991 SO. FT. COVERED LANAI = NA SO. FT. PATIO = 360 SO. FT. POOL AREA = NA SO. FT. CONC. DRIVE = 1427 SO. FT. A/C & CONC PAD = 81 SO. FT. SIDEWALK = 1 1 12 So. FT. SIDE YARD SWALE = NA SO. FT. CONSERVATION AREA = NA SO. FT. LOT OCCUPIED = 63 AREA TO IRRIGATE = 37 % S 73*58' 18"' 2 CURVE TABLE (P) CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE C23 54.001 14.16 14.12 1 S 07'47'36' W 15'01'28" C24 54.00 22.62 22.45 1 S 27' 18' 13' W 23'59'47" C25 54.00 i 48.05 46.48 1 S 64'47'29" W 50°58'46" W =WATER *= 10'UTILfTY &SIDEWALK METERS EASEMENT LEGEND: f—►= PROPOSED DRAINAGE FLOW (00.00) = PROPOSED GRADE E-00.00 = EXISTING GRADE ALL ELEVATIONS REFERENCED TO NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) PROPOSED: MINIMUM FLOOR ELEVATIONS: LIVING AREA:93.77' GARAGE AREA: ELEVATIONS REFERENCED TO NORTH AMERICAN VERTICAL DATUM OF 1988 SURVEY ABBREVATIONS NOTES: LUI (,31tMLA1NL] I Trt =1V/A PROPOSED PAD ELEVATION = 93.10' FRONT SET BACK = 20' SIDE SET BACK = 10' REAR SETBACK = 15' SITE PLAN SEC. 2, TWP. 26 S, RNG 21 E. PASCO COUNTY, FLORIDA (NOT ASURVEY) (TYSON TOWNHOMES) APPARENT FLOOD HAZARD ZONE: "X" COMMUNITY NO. 120235 (MAP NUMBER 12 10 1 C-0456-F) EFFECTIVE DATE: 09/26/2014 PROPOSED ELEVATIONS AND GRADING SHOWN HEREON ARE TAKEN FORM THE ENGINEERING PLANS OF "CLINTON CORNER SUBDIVISION", PREPARED BY BEACON CIVIL ENGINEERING PROVIDED BY CLIENT A) = ARC LENGTH (D) = DEED INV = INVERT PC = POINT OF CURVE IR) = RECORD LEGEND A/C = AIR CONDITIONER D.E- DRAINAGE EASEMENT LB -LICENSED BUISNESS PCC = POINT OF COMPOUND CURVE RNG = RANGE VINYL FENCE CONC AF =ALUMINUM FENCE EL OR ELEV = ELEVATION L.E = LANDSCAPE EASEMENT PCP = PERMANENT CONTROL POINT RRS = RAIL ROAD SPIKE BFE = BASE FLOOD ELEVATION EOP = EDGE OF PAVEMENT LFE = LOWEST FLOOR ELEVATION P/E = POOL EQUIPMENT R/W = RIGHT OF WAY BM = BENCH MARK ESMT =EASEMENT LS =LICENSED SURVEYOR PG =PAGE SEC =SECTION WOOD FENCE C = CURVE F/C =FENCE CORNER (M) =MEASURED PI = POINT OF INTERSECTION SN&D =SET NAIL AND DISK = ASPHALT _ (C) =CALCULATED FCM - FOUND CONCRETE MES = MITERED END SECTION PK =PARKER KALON LB#8183 E = CENTERLINE MONUMENT NCF = NO CORNER FOUND R =PROPERTY LINE SIR =SET I/2' IRON ROD LB# 8183 CHAIN LINK FENCE CLF = CHAIN LINK FENCE FIP = FOUND IRON PIPE O/A = OVERALL POB = POINT OF BEGINNING TBM = TEMPORARY BENCH MARK' BRICK IE IF CMP = CORRUGATED METAL PIP COL = COLUMN FIR = FOUND IRON ROD OHW = OVERHEAD WIRE(S) POC = POINT OF COMMENCTMENT TOB = TOP OF BANK C =CONCRETE FN&D = FOUND NAIL & DISK O.R. = OFFICIAL RECORDS POL = POINT ON LINE TWP = TOWNSHIP ALUMINUM FENCE C/S - = CONCRETE SLAB FOP = FOUND OPEN PIPE (P) = PLAT PRC = POINT OF REVERSE CURVE U.E = UTILITY EASEMENT ®= COVERED \� fCT = fl FAR CIr.HT TRIANf,I F FPP - FOUND PINCHED PIPE PB = PLAT BOOK PRM = PERMANENT REFERENCE MONUMENTI VF = VINYL FENCE JOB # SURVEYOR'S NOTES: SURVEYOR'S CERTIFICATE 1708 Water Oak Drive SSE zk@td1���>;ha hereon described Tarpon 1.) Current title information on the subject property had not been This certifies tha Springs, Florida y�PP. . s Date of Plan:10-02-23 �p p rin g furnished to Initial Point Land Surveying, LLC. at the time of this property w�?I�a u r 6qPpervision and Phone: (727)-831-1990 � G.I.W R PI E m - SITE PLAN meets th t kca r�C1 t!!rOractice for FloridaPLS7123@gmail.com E y nvv.l s. rur.l s 2.) This sketch was prepared without the benefit of a title search. survey " rd of Land LB# 8183 Zo RG I W. RG I E. O H-SITE Y $ �f , No instruments of record reflecting ownership, easements or S n ed File: rights -of -way were furnished to the undersigned, unless otherwise 3 1 i EiM n �strat++v,,,, shown hereon. urs nt t Section 472.'?�y,#Fo rtley Drawn by: CWC p � � 3.) Roads, walks, and other similar items shown hereon were taken a s p Date' ' .10.04 Checked by:JH from engineering plans and are subject to survey. "� ( (I, 46;0�41001 REVISIONS 4.) This SITE PLAN does not reflect nor determine ownership. 1 1 ` �+ 5.) This SITE PLAN is subject to matters shown on the Plat of �i� ��, , r L IDA 7YSON TOWNHOMES" Jeff M. p� ?e 6.) Dimensions shown hereon are in feet and decimal portions FLORIDA �ilq '�1�1®if =JOR AND Q thereof. MAPPER NO. ����� 3 7.) Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, NOT VALID WITHOUT THE ORIGINAL and immediately advise Initial Point Land Surveying, LLC. of any SIGNATURE AND SEAL OF A FLORIDA deviation from information shown hereon. Failure to do so will be LICENSED SURVEYOR AND MAPPER Initial Point Land Surveying, LLC. at user's sole risk. Products GEARING HEIGHT 56HEDULE PlotID Length Product Plies Net Qty Fab TYPE FJ1 20-00-00 16" BCI 4500s-1.8 2 18 MFD FJ2 5-00-00 16" BCI 4500s- I.8 2 18 MFD FA 20-00-00 16" BCI 6000s-1.8 1 99 MFD FJ4 20-00-00 16" BCI 6000s- I.8 1 18 MFD FJ5 16-00-00 16" BCI 6000s- I.8 1 63 MFD FJ6 4-00-00 16" BCI 6000s-1.8 1 9 MFD FJ7 4-00-00 16" BCI 6000s-1.8 1 9 MFD Rm 1 12-00-00 1-1 /8" x 16" BE RIM BDARD DSB 1 92 FF Bk 1 2-00-00 16" BCI 5000s-1.8 1 90 FF Hanger List H1 HTU26 H2 US3.56/16 H3 IUS2.37/16 NOTE5: I.) REFER TO HID q1 (RECOMMENDATION5 FOR HANDLING 1N5TALLATION AND TEMPORARY DKAGING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT DRAGING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY 1�9-ee-ee DECKED 09 REFER TO DETAIL V105 FOR 5-60 10-0-0 0-10- 23-9-4 1 ALTERNATE BRACING REQUIREMENTS. - — 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY 2-1 FRAMED BY BUILDERrl c1 MAXIMUM SPACING, UNLE55 OTHERWISE NOTED. can yam, tan - 5,) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED 10 DE LOAD D R THERWI NOTED. EA IN6. UNLE55 0 5E 6.) 5Y42 TRU55E5 MU5T DE I1,15TALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGERS TO DE 51MP5ON HTU26 UNLE55 OTHERWI5E NOTED. ALL - — FLOOR TRU55 HAN6ER5 TO DE 51MP5ON '-- ' THA422 UNLE55 OTHERWI5E NOTED ens .. e-�5 ,. 6.) DEANIIHEADER/LINTEL (HDR) TO DE FURN15HED DY BUILDER, 1- SHOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50LE 50URLE FOR FABRICATION OF TRU55E5 AND VOIDS ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF THI5 LAYOUT W15T — DE RECEIVED BEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL - COWITION5 TO IN5URE AGAW5T LHANGE5 THAT WILL KE50.T `ul IN EXTRA GHARGE5 TO YOU. >I,,Gy, -`y RqutSUA P.1-Y on, A U05 ..- c1 - cln" NRau br Datc, 19-00-00 19-00-00 19-00-00 19 00 00 19-w-w 19�-00 Builders U 19-08-00 1] 0000 . Fi rstSou rce Orlando PHONE: 407-651-2100 FAX 407-651-7111 Plant City PHONE: 813-75q-5cl51 FAX 813-752-1532 Starlight Homes Tyson TH 9Unit A Lot 72-80 Bldg 11 17"N DT9-27-23 ick Products PlotID Length Product Plies Net Qty Fab Typ FJ1 20-00-00 16" BCI 4500s-1.8 2 I8 MFD FJ2 5-00-00 16" BCI 4500s-1.8 2 18 MFD FJ3 20-00-00 16" BCI 6000s-1.8 1 99 MFD FJ4 20-00-00 16" BCI 6000s-1.8 1 18 MFD FJ5 16-00-00 16" BCI 6000s-1.B 1 63 MFD FJ6 4-00-00 16" BCI 6000s-1.8 1 9 MFD Rm 1 12-00-00 1-1 /8" x 16'" BE RIM BDHRD DSB 1 92 FF Bkl 2-00-00 16" BCI 6000s-1.8 1 90 FF IIIIIIIIIIIIII■IIIIIIIIIIIIII� 11111111111111111111111111111111111111���1 I. I_II� I� I�LF.iI�F€;l�i 19-BB-0D Q 19-�-09 � 19-08-BB (1. 19-BB-BB p 19�8-00 ft 19-�-08 19-8&0B 19-BB-BB 19-BB-BB 9r 1�9-0800 l BEARING HEIGHT SCHEDULE Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTES: 1.) REFER TO HID 91 (RECOMMENDATION5 FOR HANDLING 11,15TALLATION AND TEMPORARY DRAGING.) REFER TO ENGINEERED DRAWIN65 FOR PERMANENT DRACING REQUIRED. 2.) ALL TRU55E5 (INGLUDING TRU55E5 UNDER VALLEY FRAMING) MU5T DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRACING REQUIREMENT5, 1) ALL VALLEY5 ARE TO DE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DE516NED FOR 2' ozc MAXIMUM 5PACIN6. UNLE55 OTHERW15E NOTED. 5.) ALL WALLS 5HOWN ON PLACEMENT PLAN ARE GON5IDERED TO DE LOAD BEARING. UNLE55 OTHERW15E NOTED. 6.) 5Y42 TRU55E5 MU5T BE IN5TALLED WITH THE TOP DEIN6 UP, 7.) ALL ROOF TRU55 HANGERS TO DE 5IMP5ON HTU26 UNLE55 OTHERW15E NOTED. ALL FLOOR TRU55 HAN6ER5 TO DE 5IMP50N THA422 UNLE55 OTHERW15E NOTED. 6.) DEAWHEADER/LINTEL �HDR) TO DE FURNI5HED DY DUILDE . 5HOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50LE 5OURCE FOR FABRICATION OF TRU55E5 AND VOID5 ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUTS, REVIEW AND APPROVAL OF TH15 LAYOUT M15T BE RECEIVED DEFORE ANY TRU55E5 WILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE A6AIN5T CHAME5 THAT WILL 9BULT IN EXTRA GHAR6E5 TO YOU, Rqueetad D,W,,y Date aff—d ey Data: rs 61BUilde FirstSource Orlando PHONE: 407-851-2100 FAX 407-851-7111 Plant Gity PHONE: 813-754-5451 FAX: 513-752-1532 Starlight Homes EL: Tyson TH 9LInit A Al APOKE55: Lot 72-80 Bldg11 E: PRAWN Oy: 9-27-23 Rick