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HomeMy WebLinkAbout6186-6910 Calle Ochoa St (2)MiTeko RE: TTH47-55 MiTek, Inc. 16023 Swingley Ridge Rd. Chesterfield, MO 63017 Site Information: 314.434.1200 Customer: Starlight Project Name: TTH47-55 Lot/Block: 47-55 Model: 9 Unit Address: . Subdivision: Tyson City: Zephyrhills State: Florida General Truss Engineering Criteria & 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, dated 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T31406284 C 1 A 8/25/2023 21 T31406304 T11 8/25/2023 2 T31406285 C3A 8/25/2023 22 T31406305 Vol 8/25/2023 3 T31406286 CJ 1 8/25/2023 23 T31406306 V02 8/25/2023 4 T31406287 CJ3 8/25/2023 24 T31406307 V03 8/25/2023 5 T31406288 EJ5 8/25/2023 25 T31406308 VO4 8/25/2023 6 T31406289 HJ5 8/25/2023 26 T31406309 V05 8/25/2023 7 T31406290 T01 8/25/2023 27 T31406310 V06 8/25/2023 8 T31406291 T02 8/25/2023 28 T31406311 V07 8/25/2023 9 T31406292 T03 8/25/2023 29 T31406312 V08 8/25/2023 10 T31406293 T04 8/25/2023 30 T31406313 V09 8/25/2023 11 T31406294 T04A 8/25/2023 31 T31406314 V10 8/25/2023 12 T31406295 T05 8/25/2023 32 T31406315 V11 8/25/2023 13 T31406296 T05A 8/25/2023 14 T31406297 T06 8/25/2023 15 T31406298 T06A 8/25/2023 16 T31406299 T07 8/25/2023 17 T31406300 T07A 8/25/2023 18 T31406301 T09 8/25/2023 19 T31406302 T10 8/25/2023 20 T31406303 T10A 8/25/2023 This item has been electronically signed and sealed by Velez, Joaquin 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. �otxpuIN VF�� Truss Design Engineer's Name: Velez, Joaquin `��` •.��G E•N g�.,� ����' My license renewal date for the state of Florida is February 28, 2025. Florida COA: 6634 No 68182 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. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek 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 ANSIfrPI 1, Chapter 2. -33'. STATE OF :<t/ 40 Z ,rJ10 111 0-- % Joaquin Velez PE No.68182 NUTek Inc. DRA MiTek USA Fl, Cert 6634 16 e3 SNingle� Ridge Rd. Chesterfield, M110 63017 August 25, 2023 1 of 1 Velez, Joaquin Job Truss Truss Type Qty Ply T31406284 TTH4755 C1A Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:35 2023 Page 1 ID:tPuYCeVfQTfYt3OC?Zvfnpz)GU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f t -1-0-0 1-7-10 1-0 0 1-7-10 Scale = 1:9.0 2x4 = 1-7-10 1-7-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 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 FBC2020ITP12014 Matrix-P Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-10 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=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. 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=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 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) a 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. Joagrde Velez PE N0.68182 -% tTek Iuc. DBA 4lriek USA FL Ceri 6634 16023 Sniagley Ridge Rd. Chesterfield. D10 63017 Date: August 25,2023 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 MiTeko 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 ANNSVrr 1 Quality Criteria and SB-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.sbcscomponenls.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31406285 TTH47-55 C3A Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:37 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OHg3N Sg Pqn L8w3uITXbGKWrC Doi7J4zJ C?f -1 0 3-3-10 1-0-0 3-3-10 Scale = 1:13.2 2x4 = 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 FBC2020rrP12014 CS1. TC 0.26 BC 0.11 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 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(1_13 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; Vuft=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) 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 I 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 \0.68182 MiTek Inc. DBA MBTek USA FT. Cert 4634 16023 Sviegiey Ridge Rd. CAeslerfield, MO 63017 Date: August 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 propedy 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 ahvays required for stability and to prevent collapse with possible personal injury and ppropeqrty damage. For general gguidance regarding the AS-22 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP I Quality Criteria and 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 T31406286 TTH47-55 CA Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:37 2023 Page 1 I D: tP uYCeVfQTfYt30 C?ZvfnpzlG U H-RfC?P sB7OHg3N SgPgnL8w3u ITXbG K WrC Doi7J4zJ C 7f 1-0-0 1-4-14 Scale = 1:7.4 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 FBC2020lrP12014 Matrix-P Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP 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; Vu@=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 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. Joaquin Velez PE \0.68182 .MiTek Inc. DBA MiTek USA FL Ctn 6634 1602.1 Slydngley Ridge Rd. Ch.lerfield, N10 63017 Date: August 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. MiTekr' 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 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 ANSVRII Quality Criteria and 4 B-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.sbcsoomponents.com) 314.434.12001 MTek-US.com Job Truss Truss Type Qty Ply T31406287 TTH4755 CJ3 Jack -Open 4 1 Job Reference (optional) Builders Firstbource (Tampa, FL), Iampa, FL-33b64, 2x4 = 8.630 S Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:38 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC? P sB7OHg3N SgPgnL8w3u ITXbG K WrC Doi7J4zJ C?f 3-9-11 3-9-11 Scale = 1:12.4 L 3-9-11 3-9-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 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: 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; Vutt=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 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 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. JoagNn Wlez PE No.68182 111Iek Ina. DBA 3B7ek USA FL Cent 6634 16023 Sndngley Ridge Rd. Chesterfield, MO 63017 Date: August 25,2023 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. i �� �3 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 verity 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 permanerd 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 ANSIRr 1 quality Criteria and SB-22 available from Truss Plate Institute (www.lpinst.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 T31406288 TTH47-55 EJ5 Jack -Open 34 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:39 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 5-0-0 5-0-0 Scale = 1:17.4 3x4 = 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 0.76 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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. Jeagnln VM1 PE \0.68182 MiTek rue. DBA 3'BTek USA FL Cert 6634 16023 Sntngley Ridge Rd. Chesterfield, MO 63017 Date: August 25,2023 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 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 open dams9e. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SIITP 1 Quality For antl DSB-22 available from Truss Plate Institute (www.lpinst.org) Chesterfield, MO 63017 and SCSI 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 T31406289 TTH47-55 HJ5 Diagonal Hip Girder 4 1 Job Reference (optional) Builders Firstbource (Tampa, FL), 1 ampa, FL - 33564, 1-6-12 3x4 = 8.630 s Jul 28 2023 MITek Industries, Inc. Thu Aug 24 12:30:40 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f Scale = 1:17.2 7-8-13 7-8-6 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 0.91 Vert(LL) 0.15 2-4 >603 240 MT20 244/190 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 FBC2020frPI2014 Matrix-SH Weight: 26 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. REACTIONS. (size) 3=Mechanical, 2=0-4-9, 4=Mechanical Max Horz 2=172(LC 8) Max Uplift 3=-180(LC 8), 2=-283(LC 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. 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 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 180 lb uplift at joint 3 and 283 Ito 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 top 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 This item has been design/selection of such connection device(s) is the responsibility of others. electronically Signed and 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 'This Sealed by Velez, Joaquin, PE 9) manufactured product is designed as an individual building component. The suitability and use of this component for any using a Digital Signature. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Printed copies of this LOAD CASE(S) Standard document are not considered 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the Uniform Loads (plf) Vert: 1-3=54, 2-4=20 si nature must be verified g Concentrated Loads (lb) on any electronic copies. Vert: 7=-3(F) 8=-2(B) 11=-5(F) 12=5(B) .reagaia Velez PE No.68182 l71Tek 1uc. DBA NhTek USA FL Cen 6634 16023 SFingley Ridge Rd. Chesterf ,ld, X10 63017 Due: August 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 ony. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and pproppeMrty damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection antl bracing of trusses and truss systems, see USI7T1 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 MiTek-US.com Job Truss Truss Type Qty Ply T31406290 TTH47-55 T01 Hip Girder 2 n L Job Reference (optional) buitaers F1fst,0Urce (I ampa, t-L), I ampa, I-L - 3Jbb4, C.bJU s Jul z6 zuz3 mi I eK industries, Inc. I nU Aug 24 12:6U:4b ZUZ3 rage 1 I D: tP uYCeVfQTfYt30C?ZvfnpzlG U H-RfC?PsB7OH g3NSgPgn L8w3ulTXbGKWrC DOi7J4ZJC?f -1-0-p 6-2-6 111 12 16-5-6 21-6-0 26-6-10 31-7-4 36-9-10 43-0 0 4,4-0-Q 0 6-2 6 5-2 6 5-0-10 5-0-10 5-0-10 5-0-10 5-2 6 6-2 6 0 0 5.00 12 6x8 = 2x4 II 4x8 = 7x8 = 4x8 = 3 21 22 4 23 24 5 2526 27 6 28 2930 7 31 2x4 II 6x8 = 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 13 45 46 12 5x8 = 2x4 11 5x8 = 7x8 WB = 4x8 = 2x4 11 5x8 = 2x4 11 2x4 17x8 WB = 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 NO Code FBC2020ITP12014 CSI. TC 0.57 BC 0.35 WB 0.72 Matrix-SH DEFL. in Vert(LL) 0.82 Vert(CT) -0.96 Horz(CT) 0.13 (loc) I/defl L/d 16 >625 240 16 >534 180 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 531 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. 3-6,6.9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. 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(LC 8) Max Grav 2=2532(LC 1), 10=2602(LC 1) 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=01383, 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. This Item has been Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. electronically signed and 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 sealed by Velez, Joaquin, PE ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. using a Digital Signature. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. Printed copies of this 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber document are not considered DOL=1.60 plate grip DOL=1.60 signed and sealed and the 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific signature must be verified to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. On any electronic copies. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J..gnin velea PE N..69182 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 Jlirek Luc. DBA ailTek USA FL Cert6634 will fit between the bottom chord and any other members. 16023 Swingley Ridge Rd. Ckesterfield, \70 63017 9 Provide mechanical connection b others of truss to bearing late capable of withstanding 1645 lb uplift at joint 2 and 1722 lb uplift (Y ) 9 P P 9 P 1 p D.te: at joint 10. August 25,2023 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTekg 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 pproppertyy damage. For general guidance regarding the guidance 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSXt1 Quality Crtterla and available from Truss Plate Institute (wwwApinst.org) and BCSI Building Component Safety information available from the Structural Building Component Association (www.sbcscomponents.com) Chesterfield, MO 63017 314.434.12001 MTek-US.com Job Truss Truss Type Qty Ply T31406290 TTH47-55 T01 Hip Girder 2 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MITek Industries, Inc. Thu Aug 24 12:30:46 2023 Page 2 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PSB70H q3N SgPgnL8w3u ITXbGKWrC 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(B) 15=28(B) 7=68(B) 12=-88(B) 21=-68(B) 22=-68(B) 23=-68(B) 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 Mll-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 MiTeV a truss system. Before use, the building designer must verity 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 proper damage. For general guidance regarding the A SIfTP 1 Qualg Criteria DSB-22 from Truss Plate Institute 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see and evadable (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 / MTek-US.com Job Truss Truss Type Qty Ply T31406291 TTH47-55 T02 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:47 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f -t1-0-p 5-1-7 8-7-3 15-0-10 21-6-0 27-11-6 34-4-13 37-10-9 43-0-0 4,4-0-p 5-1-7 3-5-12 6-5-6 6-5-6 6-5-& 6-5� 3-5-12 5-1-7 -0 3x4 = 5x6 = _ 5.00 12 3x4 = 4x6 3x4 = 5x6 = 4 21 5 22 23 6 7 24 825 26 9 d Scale = 1:73.6 5x8 = 18 17 16 15 14 13 5x8 = 4x8 = 6x8 = 4x4 = 4x4 = 4x8 = 6x8 = A 2 I4 0 8-7-3 8-7-3 18-7-3 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 Ud 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 FBC2020/TPI2014 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. (Ib) - 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- 1 0=-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, 5-118=1508/885, 5-116=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; VuK=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 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 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 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." 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—pin Velez PE ivo.6g1a2 N7iTek 1uc. DBA NRTek U$A FL Ccrt 6634 16023 Svriugley Ridge Rd. Cheateifieid, N10 0017 Date: August 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2r2023 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 pproperty damage. For general guidance regartling the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPi1 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 T31406292 TTH47-55 T03 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:48 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3N SgPgnL8w3u ITXbG K WrC Doi7J4zJ C?f -1-0-Q 6�-5 + 11-0-0 18-0-9 24-11-7 32-0-0 36-5-11 43-0-0 4p-0-0 -0- 6.6-5 4-5-11 7-0-9 6.10-13 7-0-9 4-5-11 6-6-5 -0- 5.00 12 5x8 = 2x4 11 4x6 = 3x8 = 5x6 = 4 22 23 5 24 6 25 7 26 827 Scale = 1:73.7 US 19 18 17 16 15 14 13 12 US 2x4 11 3x4 = 4x6 _ 3x10 = 2x4 11 5x6 = 3x8 = 2x4 11 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 *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) 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. (Ib) - 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, 10-112=1806/3165 WEBS 3-18=-476/379, 4-18=-161/394, 4-16=-577/1077, 5-16=397/373, 7-15=01281, 7-13=-1059/569, 8-13=-460/879, 9-13=-474/379 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=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 11-D-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-D-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. Joaquin Velez PE \0.68182 JBTek Luc. DBA.iBTek GSA FL C-t 6634 16023 Swingley Ridge Rd. Ctiesterfleld, MO 63017 Date: August 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 propertrtyy damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTTit 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 / MiTek-US.com Job Truss Truss Type Qty Ply T31406293 TTH47-55 T04 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:50 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?P sB70H g3NSgPgnL8w3u ITXbG K WrCDoi7J4zJC?f z1-0-Q 7-0-5 13-4-13 18-9-10 24-2-0 29-7-3 35-11-11 43-0-0 q4-0-Q 7-0-5 6-4-8 513 5-4-13 5A-13 6-4-8 7-0-5 -0 3x4 = 5x6 = 3x4 = US = 5x6 = s �� 4 5 20 6 7 8 3x8 = 18 2x4 11 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 FBC2020rrPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 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) 17 11 11 13 12 3x8 = 46 = 3x4 = 46 = 3x8 = 2x4 II Scale = 1,73.9 3x8 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.82 Vert(LL) -0.41 15-17 >999 240 MT20 244/190 BC 0.80 Vert(CT) -0.71 15-17 >724 180 WB 0.76 Horz(CT) 0.21 10 n/a n/a Matrix-SH Weight: 219 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. 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 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=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 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 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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 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. Joageia Velez PE Fo.68182 31I1ek lac. DDA VDTek USA FL Cen 6634 16023 Swingley Ridge Rd. Cbesl. field, M- O63017 Date: August 25,2023 O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-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 ANSIrrPi1 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.conn Job Truss Truss Type oily Ply T31406294 TTH47-55 T04A HIP 1 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:51 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 7-0-5 13-4-13 18-9-10 24-2-6 29-7-3 35-11-11 43-0-0 7-0.5 6�-8 5-4-13 5-4-13 54-13 6-4-8 7-0-5 cnn17�,— 3x4 = 5x6 3x4 3x6 = 5x6 = = 4 19 5 20 6 7 8 Scale = 1:73.8 3x8 = 17 16 10 « Zs -14 L4 Za la 12 11 3x8 = 2x4 II 3x8 = 4x6 7-0-5 3x4 = 4x6 = 3x8 = 2x4 11 43-M 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) Udell L/d -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, 9-1 0=-3964/21 00 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, 3-116=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: Vuh=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 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) Provide adequate drainage to prevent water ponding. 5) This using a Digital Signature. 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 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 \0.68182 -N11Tek laa. DSA N11Tek USA FT. Cert 6634 16023 Swiagley Ridge Rd. Ch-ter6eld.:1 O 63017 Da te: August 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERENCE PAGE MII-7473 rev. 112J 202 3 BEFORE USE. MiTeV 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 gro ;Pqriy, damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see APSp i1 Qualg Criteria and guidance 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 1 MiTek-US.com Job Truss Truss Type Qty Ply T31406295 TTH47-55 T05 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:52 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f -�1-0-Q 8-4-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0 4p-0-D 8-4-4 7-5-5 5-8� 5-8-6 7-5-5 8-4.4 5.00 12 5x8 = 2x4 II 5x8 = 5 18 6 1920 21 7 Scale = 1:75.2 3x8 = 16 15 " 14 `y 13 12 3x8 = 2x4 II 5x6 = 3x8 = 5x6 = 2x4 II 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 0.97 BC 0.88 WB 0.36 Matrix-SH DEFL. in floc) I/defl Ud Vert(LL) 0.36 14 >999 240 Vert(CT) -0.56 14-15 >920 180 Horz(CT) 0.20 10 n/a n/a PLATES GRIP MT20 244/190 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.1 *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 Horz 2=223(LC 11) 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=-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; VuK=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-D-0 to 3-3-10, Interiorf 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 fd 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 Jongnia Velez PET 0.68181 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." N11T*k 1uc. DBA NUTek USA FL Cert 6634 16023 Saiogiey Ridge Rd. Chesterfield, MO 63017 D*te: August 25,2023 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 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 property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIt 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.sbcsmmponents.com) Chesterfield, MO 63017 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31406296 TTH4755 T05A HIP 9 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:54 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -,1-0-p 15-9-10 21-6-0 34- 27-2-6 7-12 43-0-0 -0 8-4-4 7-5-5 5-8-6 5-8-0 7-5-5 844 Scale = 1:75.1 5.00 12 5x8 = 2x4 11 5x8 = 5 17 6 18 19 20 7 3x8 = 15 14 11 13 " 12 11 3x8 = 2x4 11 5x6 = 3x8 = 5x6 = 2x4 11 844 15-9-10 21-6-0 27-2-6 347-12 43-0-0 844 7-5-5 5-8-6 5-8-6 7-5-5 84-4 Plate Offsets (X,Y)— [2:0-4-2,0-1-8j, [5:0-5-12,0-2-8], [7:0-512,0-2-8], [10:0-4-2,0-1-8], [12:0-3-0,0-3-O], [14:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.36 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.56 12-13 >918 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 14,8-10: 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(1-C 12) Max Grav 2=1861(LC 17), 10=1807(LC 18) FORCES. (lb) - 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 2-1 5=-1 797/3663, 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=0/346 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=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 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(21R) 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 a Digital Signature. to the use of this truss component. using 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 Tit 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 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 Joagrdn Velez PE No.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." NhTek lne. DBA Vllrek USA FL Cert 6634 160Lt Swingley Ridge Rd. Chesterfield. Yl0 63017 Date: August 25,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERENCE PAGE MII-7473 rev. I12/2023 BEFORE USE. i �� �ca 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 vedfy 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 SVTPI7 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.sbcsmmponents.com) 314.434.12001 MiTek-US.com Job Truss Truss Type Qty Ply T31406297 TTH47-55 T06 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:55 2023 Page 1 I D:tP uYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3N Sg PgnL8w3u ITXbGKWrC Doi7J4zJ C?f -1-0-p 6-6-0 12-4-3 18-2-6 24-9-10 30-7-13 36-6-0 43-0-0 4p-0-p 6 6 0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-" -0 5.00 12 5x6 = 6 20 5x8 = 721 Scale = 1:75.2 3x8 = 10 zs Z4 I 16 Zb 15 14 Zt) Zr 13 3x8 — 3x4 = LOADING (psf) SPACING- 2-D-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 FBC2020rrPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *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(LC11) Max Uplift 2=-943(LC 12), 11=943(LC 12) Max Grav 2=1872(LC 17). 11=1876(LC 18) 4x6 = 3x8 = 3x4 = 4x6 = 3x4 = CSI. DEFL. in floc) Vdefl Ud 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; 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 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." Ivy' 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. Jong.. Valet PE \0.68182 -VDTek 1— DBA 3DTek GSA FL C-t 6634 160LI Sniagtey Ridge Rd. Chesterfield, MO 63017 Dnte: August 25,2023 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 verity the applicability of design parameters and property 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 ppropertrtyy damagge. For general gguidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlI ouaidy 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) 16023 Swingley Ridge Rd. Chesterfield, MO 63017 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31406298 TTH4755 T06A HIP 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:57 2023 Page 1 I D:tP uYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?P sB7OHg3N SgP gnL8w3u ITXbG KWrC Doi7J4zJC?f -1-0-Q 65-0 12-4-3 18-25 24-9-10 30-7-13 1 365-0 43-0-0 6-6-0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 65-0 5.00 12 5x6 = 6 19 5x8 = 720 Scale = 1:75.1 3x8 = it LL L3 to 15 Z4 14 is Za Zo -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 8-9-5 9-5-2 Plate Offsets (X,Y)— [2:0-4-2,D-1-8], [6:0-30,D-2-4], [7:0-512,1 -2-8], [11:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 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 FBC2020/TP12014 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 Vert(LL) -0.40 12-14 >999 240 Vert(CT) -0.70 12-14 >734 180 Horz(CT) 0.20 11 n/a n/a PLATES GRIP MT20 244/190 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, 8-10=-3710/1974,1D-11=-3954/2108 BOTCHORD 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; 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 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 speck 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 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. Joagnln Velez PE 10.68182 MiTek Loc. DBA.MiTek USA FL Cerl 6634 16023 Swtngley Ridge Rd. Chesterfield. NIO 63017 Date: August 25,2023 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 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 damaggee. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A S 1 QualMy 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 City Ply T31406299 TTH4755 T07 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 2412:30:58 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OH q3N Sg Pqn L8w3u ITXbGK WrC Doi7J 4zJC?f -,1-0-Q 7-0-1 13-0-0 19-11 21101 30-0-0 35-11-15 43-0-0 0- 7-0-1 5-11-15 6-1-8 4-9-0 6-1-8 5-11-15 7-0-1 5x6 = 5.DO 12 5x8 = Scale = 1:75.2 3x8 = io n Iz 11 16 co t5 w cv co a 3x8 — 3x4 = 9-10-15 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 "Except` 1-4,9-12: 2x4 SP No.1 BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 `Except` 14-17: 2x4 SP No.2 WEBS 2x4 SP No.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) 5x6 WB = 3x8 = 3x4 = 5x6 WB = 33-1-1 3x4 = 43-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.73 Vert(LL) -0.4013-15 >999 240 MT20 244/190 BC 0.96 Vert(CT) -0.70 13-15 >728 180 WB 0.41 Horz(CT) 0.17 11 n/a n/a Matrix-SH Weight: 228 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 8-15 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, 5-116=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: VuIt=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) 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 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 = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 Ito 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." I¢ 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 .Nfilek tur. DSA 31rlek USA FL Cerr 6634 16023 Sningiey Ridge Rd. Che to fiield. \70 63017 Date: August 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1/212023 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 �� �cN a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria and USB-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) 16023 Swingley Ridge Rd. Chesterfield, MO 63017 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31406300 TTH47-55 T07A HIP 1 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:30:59 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-p 7-0-1 13-0-0 19-1-8 23-10-8 30-0-0 35-11-15 43-0-0 7-0-1 5-11-15 6-1-8 4-9-0 6-1-8 1-1-1 1-1 7-0-1 Scale = 1:75.1 d 5x6 = 5.00 12 5x8 = 3x8 = .r 1. 11 10 15 « 14 - - - .1 3x8 = 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = 9-10-15 19-1-8 23-10-8 33-1-1 43-0-0 9-10-15 9-2-9 4-9-0 + 9-2-9 9-10-15 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 0.75 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 REACTIONS. (size) 2=0-3-8, 11=0-3-8 DEFL. in floc) I/defl L/d Vert(LL) -0.40 12-14 >999 240 Vert(CT) -0.70 12-14 >729 180 Horz(CT) 0.17 11 n/a n/a PLATES GRIP MT20 2441190 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 Max Horz 2=265(LC 11) Max Uplift 2=-944(LC 12), 11=-857(LC 12) Max Grav 2=1871(LC 17), 11=1819(LC 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; VuIt=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, Extedor(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 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 speck 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. SI g nature 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 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 Jeagohi Velez PH Ne.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WTek 1- DBA.A11Tek csA FL Cert 6Q4 16023 Sniogley Ridge Rd. Cbest-fMd. MO 63017 Date: August 25,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/212023 BEFORE USE. Design valid for use ony 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 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 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlT11 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 T31406301 TTH47-55 T09 Common Supported Gable 16 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:01 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OHg3N Sg Pqn L8w3u ITXbGKWrC Doi7J4zJ C?f 1-0-0 21-6-0 43-0-0 21-" 21-" 5.00 12 5x6 = 13 14 Scale = 1:73.0 Ivy' 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. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.17 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 24 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH 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 lbor less atjoint(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 lb or 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 9-1 0=-1 13/307, 1D-11=-128/376, 11-12=-152/448, 12-13=176/512, 13-14=1761512, 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 (t=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." 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. JoagW. V.1- PE \0.68182 NL7ek lur. DBA VDTek GSA FL C.M 604 16023 SRiagley Ridge Rd. Chesier5eld. V10 63017 Date: August 25,2023 O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. MiTeka 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 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 dama?e. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN P 1 dual ty 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 / MiTek-US.com Job Truss Truss Type Qty Ply T31406302 TTH47-55 T10 Common 42 1 Job Reference (optional) Builders Firssource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:02 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OHg3N Sg Pqn L8w3ulTXbGK WrC Doi7J4zJC?f 7-7-3 14-0-0 21-6-0 28-5-12 35-4-13 43-0-0 Q4-0-q 7-7-3 6-11-1 6-11-12 6-11-12 6-11-1 7-7-3 -0- 5x6 = 5.00 F12 Scale = 1:72.2 3x8 = I t cc ro —ram w LJ tv 10 m u 11 3x8 = 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 `Except` 1-4,8-11: 2x4 SP No.1 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) 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 43-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.91 Vert(LL)-0.4014-15 >999 240 MT20 244/190 BC 0.91 Vert(CT) -0.68 14-15 >754 180 WB 0.99 Horz(CT) 0.18 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. 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=51t; 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 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.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=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. Joagaln Velez PE No.68182 3BTek Iuc. DBA NUTek USA FL Cert 6634 16023 Sviagles Ridge Rd. Cleaterfield. 370 63017 Date: August 25,2023 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 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 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 ANSV Pl1 Quality Criteria and S13-22 available from Truss Plate Institute (www.tpinsLorg) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.st)cscomponents.com) 314.434.1200 / MiTek-US.com Job Truss City PlyT31406303 TTH4755 T1OA rCrussMType N 19 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:04 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSg Pqn L8w3u ITXbGKWrC Doi7J4zJC?f i1-0-Q 7-7-3 14-6-4 21-6-0 28-5-12 35-4-13 43-0-0 7-7-3 6-11-1 6-11-12 6-11-12 6-11-1 7-7-3 5x6 = 5.00 F12 Scale = 1:72.2 3x8 = io ci w -- — — - i< <n co 11 3x8 = 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = Io 8-11-14 17-3-15 25-8-1 34-0-2 43-0-0 8-11-14 8-4-1 8-4-1 B-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) I/defl L/d 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 FBC2020/TP12014 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), 10=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; Vult=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-D-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 fit between the bottom chord and any other members, with BCDL = IO.Opsf. Printed copies of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 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. Joegnin Yelez PE No.68182 Niiek Iae. DBA MITek USA FL Cert6634 16023 Sningtey Ridge Rd. Chesterfield, 1,30 63017 Date: August 25,2023 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 MITekO 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 propertrtyy damage. For general guidance regartling the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/frll 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 MiTek-US.com Job Truss Truss Type Qty Ply T31406304 TTH4755 T11 Com mon 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:05 2023 Page 1 I D:tPUYCeVfQTfYt30C?ZvfnpzlG U H-RfC? PsB7OHg3N Sg PgnL8w3u ITXbG KWrCDoi7J4zJ C?f -,1-0-p 7-7-3 14: -10 21-" 285-6 35-4-13 43-0-0 45-0-0 { 004 77 7-3 6-115 6-11-6 6-11-6 6-11-6 7-7-3 2 0 d 0 -14 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 SO NO.2 `Except` 1-4,8-11: 2x4 SIP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-31O(LC 10) Max Uplift 2=-939(LC 12). 10=-1020(LC 12) Max Grav 2=1885(LC 17), 10=1934(LC 18) 5x6 = 5.00 12 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = Scale = 1,73.7 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.91 Vert(LL) -0.40 14-15 >999 240 MT20 244/190 BC 0.91 Vert(CT)-0.6814-15 >757 180 WB 0.99 Horz(CT) 0.18 10 n/a n/a Matrix-SH Weight: 220 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. 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=-166813792, 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; 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; End., 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 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.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=939, 10=1020. 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. Jaagrda Velez PE \o.681E2 A7iTek ter. DBA ABTek USA FL C ert 6634 160L3 Svingley Ridge Rd. Chesterfield. MO 63017 Date: August 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. i �� �m� 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 damagge. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see SUTP 1 Qual(ty Criterla and SO-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.sbescomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31406305 TTH47-55 Vol GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:06 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB70H g3NSgPgn L8w3u ITXbG K WrC Doi7J4zJ C?f 5-" 11-1-0 5-6-8 5-6-8 2x4 4x4 = 2x4 11 2x4 11 2x4 11 2x4 Scale = 1:17.8 v .0 0 11-1-0 11-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-SH 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(LC 11) 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; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=3011t; 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(21R) 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 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 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 at=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. Joagniu Velez PE \e.68182 N11Tek luc. DBA \BTek USA FL Cert 6634 16023 Sningiey Ridge Rd. Chesterfield, MO 63017 Date: August 25,2023 ,& 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 �� �� 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 ANSWPI7 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.00m) 314.434.1200 1 MiTek-US.com Job Truss Truss Type Qty Ply T31406306 TTH47-55 V02 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 3x4 2x4 II 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:07 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OH g3NSgPgn L8w3u1TXbGKWrC Doi7J4zJC?f 8-M 4-M 4x4 = 3x4 Scale = 1,14.6 •d d 7-11-6 0- -10 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 0.20 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/TPI2014 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(LC 11) 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=3Dft; 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 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. Joaquin Velez PE tio.68182 d11Tek 1oc. DDA N1iTek USA FL Cert 6634 16023 Swtagley Ridge Rd. Chesterfield, 310 63017 Date: August 25,2023 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 atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. Isbrication, storage, delivery, erection and bracing of trusses and truss systems, see A SUTr 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.sbcscomponents.com) 314.434.12001 MiTek-US.com Job Truss Truss Type Qty Ply T31406307 TTH47-55 V03 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:08 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PSB7OH g3NSg Pqn L8w3u ITXbGKMC Doi7J4zJ C?f 3x6 = Scale = 1:7.6 5.00 12 2 3 1 2x4 i 2x4 4-M 4-0-0 Plate Offsets (X,Y)— [2:0-3-0,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 0.08 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 FBC2020rrPI2014 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 purlins. 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(1-C 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; 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) 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) a 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. Joagnie Velez PE N0.68182 VIITek tac. DBA NIf7'ek C.'SA FL Cert6634 16023 Stsinglev Ridge Rd. Chesterfield. MO 63017 Date: August 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. i �� �m 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 proFerty damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AIIJD5ITIP 7 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) 314.434.12001 MiTek-US.com Job Truss Truss Type Qty Ply T31406308 TTH47-55 VO4 GABLE 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:09 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-1-8 4-3-0 3x6 = Scale: 1.5"=1' 5.00 F12 2 3 1 :1 2x4 i 2x4 Plate Offsets (X,Y)— [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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/rP12014 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; 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 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. Joagnta Wt.. PE 10.68182 NErf.k Ina. DBA NDTek USA FL Cen W4 16023 Swinglec Ridge Rd. Chesterfield. 310 63017 Date: August 25,2023 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 MiTekg 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 SIfTP 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.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31406309 TTH47-55 V05 GABLE 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:09 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB70 Hg3N Sg P gnL8w3u ITXbG K WrC Doi7J4zJ C?f 4-6-8 9-1-0 4-6-8 4-6-8 Scale = 1:16.7 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND 4x4 = (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 8 7 6 2x4 2x4 11 2x4 11 2x4 11 2x4 9-1-0 9-1-0 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d 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 FBC2020/TP12014 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; VuR=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) a 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=1b) 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. Joaquin Velez PE Re.68182 NUTek Inc. DDA NITek GSA FL Cert 6634 16023 Sningley Ridge Rd. C'kesterfield. M0 63017 Date: August 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. IIV2023 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 ANSIITIP1 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 / MiTek-US.com Job Truss Truss Type Qty Ply T31406310 TTH4755 V06 Valley 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:10 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-6-8 5-1-0 2-6-8 2-6-8 5.00 12 2x4 3x6 = 2x4 Scale = 1:9.8 :d d 0 0 5-0-6 Plate Offsets (X,Y)— [2:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 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 FBC2020/TP12014 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 10-0-0 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(1-C 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; 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 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. 3oagnln Vel- PE \0.68182 XBIek luc. DBA VBTek USA FL Cert 6634 16023 Sswtagley Ridge Rd. Chesterfield, MO 63017 Date: August 25,2023 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 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 ppropperlyy damagge. For general gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrP11 Qualay For and DS8-22 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.sbcsoomponents.com) 314,434.12001 MTek-US.com Job Truss Truss Type Qty Ply T31406311 TTH47-55 V07 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:11 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 7-3-12 14-7-8 7-3-12 7-3-12 4x4 = TRUSS DESIGNED FOR WAND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND (NOPMAI TO THE FACF1 CFF STANnARn INni ICTRY Scale = 1:24.4 u u L-i IJ L-i u L-i �/ \ d d 3x4 16 15 14 13 12 11 10 3x4 14-7-8 14-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 FBC2020ITP12014 Matrix-SH Weight: 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SIP No.3 REACTIONS. All bearings 14-7-8. (lb) - Max Horz 1=112(LC 11) Max Uplift All uplift 100 lbor less at joint(s) 1, 9, 14, 15, 12, 11 except 16=-146(LC 12), 10=-146(LC 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; 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) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 7-3-12, Exterior(2R) 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 (jt=lb) 16=146,10=146. 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. Joegnie Velez PE N..681E2 NhTek Luc. DBA 3'BTek USA FL Cert 6634 16023 Swngley Ridge Rd. C4es1e41e14. MO 63017 Detr. August 25,2023 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1/2I2023 BEFORE USE. i �� �� 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 ANSIRP11 Quality Criteria and SB-22 available from Truss Plate Institute (www.lpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety IMormation available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MiTek-US.com Job Truss Truss Type City Ply T31406312 TTH47-55 V08 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 5-7-12 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:12 2023 Page 1 1 D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OHg3N Sg P gnL8w3u ITXbGK WrC Doi7J4zJ C?f 11-3-8 Scale = 1:20.1 4x6 = 4 4x4 2x4 11 4x4 11-3-0 0 -8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 FBC2020ITP12014 Matrix-SH Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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 24=-251/355 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vint=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 Qt=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. Joagrdu VA.. PE N-68182 371Tek lac. DBA 311Tek USA FL Cert 6634 160Z3 Swiagiey Ridge Rd. Chesterfield. 110 63017, Date: August 25,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1/2/2023 BEFORE USE. MiTeV 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 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 ppropeq damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP II Quality Criteria and S13-22 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 T31406313 TTH47-55 V09 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 3-11-12 v d d 3x4 i 2x4 II 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:13 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJC?f 4x4 = 3x4 Scale = 1:14.6 .d d 7-11-0 0 -8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LI.) 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 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=7-10-8, 3=7-10-8, 4=7-10-8 Max Horz 1=56(LC 11) Max Uplift 1=-69(LC 12), 3=69(1-C 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; 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) 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.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 Gt=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 Pelez PE No.68182 W Tek 1oc. DBA 41rTek USA FL Cert 6634 16023 Sxiag/ey Ridge Rd. Chesterfield, MO 63017 Date: August 25,2023 O WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 11212023 BEFORE USE. i �� �6 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 vedfy 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 ANSUTP 1 Quality Criteria and DSB-22 avadable from Truss Plate Institute (www.tpmst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcsoomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31406314 TTH47-55 V10 Valley 1 1 Job Reference o tional Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:14 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-3-12 4-7-8 2-3-12 2-3-12 3x6 = 2 2x4 i 2x4 Scale = 1:8.6 Oi0 8 4-7-8 0 4-7-0 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 0.14 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; Vuft=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 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 suftability, 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 \0.68182 .NET.k Lac. DBA YBTek USA FL C.M 6634 16023 S d gley Ridge Rd. Che I-f0d, 110 63017 Date: August 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/212023 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 tracing is always required for stability and to prevent collapse with possible personal injury an pproperty damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPI7 Quality CAteria 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 T31406315 TTH4755 V11 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Jul 28 2023 MiTek Industries, Inc. Thu Aug 24 12:31:15 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3N SgP gnL8w3u ITXbG KWrC Doi7J4zJC?f 3-10-0 7-8-0 3-10-0 3-10-0 6 d 3x4 2x4 II 4x4 = 3x4 Scale = 1:14.2 74)-0 7-8-0 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 0.18 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 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. (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. Comp./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=4ft; Cat. Il; 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 No.68182 31iTek Ice. DBA \BTek t:SA F7- Cert 6634 16023 Sningley Ridge Rd. Chesterfield, 110 63017 Dete: August 25,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. t1212023 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 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 dame9ge. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see Aldswrpl1 Uuaiity Criteria and USB-22 available from Truss Plate Institule (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 1 MiTek-US.com e Symbols PLATE LOCATION AND ORIENTATION 1/2 L Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-116rr For 4 x 2 orientation, locate plates 0- 'lid' 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/TP11: 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 3 Joint ID TOP CHORDS by C1-2 C2-a WEBS AO O �'�" O C7-8 C6-7 BOTTOM CHORDS 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 MmlTeka MiTek Engineering Reference Sheet: MII-7473 rev. 1/2/2023 A General 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/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins 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 ANSIIrPI 1 Quality Criteria. 21. The design does not take into account any dynamic or other loads other than those expressly stated. Products BEARING HEIGHT 5(HEDULE PlotID Length Product Plies Net Qty Fab ' TYPE FJ 1 20-00-00 16" BCI 4500s-1 8 2 18 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-1.8 1 63 MFD FJ6 4-00-00 16" BCI 6000s-1.6 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" BC RIM BDRRD DSB 1 92 FF Bkl 2-00-00 16" BCI 6000s-1.B 1 90 FF Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTE5; 1.) REFER TO HID 91 (RECOMMENDATION5 FOR HANDLING INSTALLATION AND TEMPORARY BRACING) REFER TO ENGINEERED DRAWINGS FOR PERMANENT DRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MU5T DE COMPLETELY Iv9-ee-ee DECKED OR REFER TO DETAIL V105 FOR 5 9-0 IB-D-O 0-10-23-9-4 1 ALTERNATE DRACING REQUIREMENTS. 3.) ALL VALLEYS ARE TO BE CONVENTIONALLY z- -ee UBeB B.B B4O z- 00 FRAMED BY DUILDER. m g', m; s 4.) ALL TRU55E5 ARE DESIGNED FOR 2' o.c. CI — — — — — — — — — — — — — — > — ❑n MAXIMUM SPACING, UNLE55 OTHERWISE NOTED. c , ca4 5.) ALL WALL5 SHOWN ON PLACEMENT PLAN ARE CONZIDERED TO BE LOAD EA B RIN6 UNLE55 OTHERWISE NOTED 6.) 5Y42 TRU55E5 MU5T BE IN5TALLED _ WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGERS TO BE 51MF50N - — HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HAN6ER5 TO BE 5IMP50N THA422 UNLE55 OTHERWI5E NOTED. E q _ E.IS 8 6.) DEAMIHEADERILINTEL (HP?) TO BE FURNI5HED BY BUILDER. r SHOP DRAWING APPROVAL 7HI5 LAYOUT 15 THE 50LE SOURCE FOR FABRICATION OF g TRU55E5 AND VOI105 ALL PREVIOU5 ARCHITECTURAL OR OTHER � TRU55 LAYOUT5 REVIEW AND APPROVAL OF THIS LAYOUT M15T _ BE RECEIVED BEFORE ANY TRU55E5 WILL DE BUILT. VERIFY ALL COWITION5 TO II AGAWST CHANGE5 THAT WILL RESULT ut _ W EXTRA CHAR6E5 TO YOU. CPA, _ y`S C3R Ted De y tgwa Yrm Ile, CIF '- u CIA Approved bp. Date: 19-B w 19-w-w I9 W-W 19-f1B-BB 19-BB-BO 19-08-00 u 19-BB-BB U -19-1 w RAFirstSourceBuilders D I9 ffl -w Orlando PHONE: 407-851-2100 FAX: 407-851-7111 Plant City PHONE: 613-759-51151 FAX: 813-752-1532 Starlight Homes Tyson TH 91.1nit A Lot 47-55 Bldg 8 DRAIN IY: 8-24-23 Rick Products P1otID Length Product Plies Net Oty Fab Tgp FJl 20-00-00 16" BCI 4500s-1.8 2 18 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 FJL-I 20-00-00 16" BCI 6000s-1.8 1 18 MFD FJ5 16-00-00 16" BCI 6000s-1.6 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" BC RIM BOARD OSB 1 92 FF Bk 1 2-00-00 16" BCI 5000s-1.8 1 90 FF _I 19-FIB-00 19-08-00 19-00-00 19-08-M 19-0&00 19-08-00 19-0B-, 19-08-00 19-08-00 179-08-00 DEARING HEIGHT 56HEPULE Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTE5: 1.) REFER TO HID Q1(RECOMMENDATION5 FOR HANDLING I1,15TALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWING5 FOR PERMANENT DRAGING REQUIRED, 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MU5T DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRACING REQUIREMENT', 3.) ALL VALLEY5 ARE TO BE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DE5I6NED FOR 2' o.c. MAXIMUM 5PAGIN6. UNLE55 OTHERW15E NOTED. 5.) ALL WALLS 5HOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARING, UNLE55 OTHERW15E NOTED. 6.) 5Y42 TRU55E5 MU5T DE I115TALLED WITH THE TOP DEING UP. 7.) ALL ROOF TRU55 HANGERS TO DE 51MP5ON HTU26 UNLE55 OTHERW15E NOTED. ALL FLOOR TRU55 HANGER5 TO DE 51MF50N THA422 UNLE55 OTHERW15E NOTED. D.) DEAM/HEADER/LINTEL (HDR) TO DE FURNI5HED DY BUILDER. SHOP DRAWING APPROVAL THI5 LAYOUT 15 THE SOLE 5OURCE FOR FABRICATION OF TRU55E5 AND VOID5 ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF TH5 LAYOUT M15T BE RECEIVED BEFORE ANY TRU55E5 WILL BE BUILT. VERIFY ALL CONDITION5 TO IN5URE AGAW5T CHANGE5 THAT WILL RESU.T IN EXTRA GHARGE5 TO YOU. Rganta Dabary Date AFf'-d by! Data: Builders 6WirstSour ce Orlando PHONE: 407-851-2100 FAX: 407-851-7111 Plant Gity PHONE: 813-759-5951 FAX: 613-752-1532 Starlight Homes TH 9Unit A Lot 47-55 Bldg 8 DESCRIPTION: LOT(S)47-55 TYSON TOWNHOMES, ACCORDING TO SEC. 2, TWP. 26 S, RNG 21 E. THE PLAT THEREOF, RECORDED IN PLAT BOOK 91, PAGE(S) 130-135, SITE PLAN PASCO COUNTY, FLORIDA OF THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. (NOT A SURVEY) (TYSON TOWNHOMES) LOT = 16581 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 = 1504 SO. FT. A/C & CONC PAD = 81 SO. FT. SIDEWALK = 1 103 SO. FT. SIDE YARD SWALE = NA SO. FT. CONSERVATION AREA = NA SO. FT. LOT OCCUPIED = 65 % AREA TO IRRIGATE = 35 % LEGEND: f—►= PROPOSED DRAINAGE FLOW + 00.00 = PROPOSED GRADE PROPOSED: MINIMUM FLOOR ELEVATIONS: LIVING AREA: 93.57' GARAGE AREA: ELEVATIONS REFERENCED TO NORTH AMERICAN VERTICAL DATUM OF 1988 SURVEY ABBREVATIONS This SITE PLAN Prepared for and Certified To: Starlight Homes NOTES: LOT GRADING TYPE =N/A PROPOSED PAD ELEVATION = 92.90' FRONT SET BACK = 20' SIDE SET BACK = 10' REAR SETBACK = 15' Co =WATER METERS * = 10' UTILITY& SIDEWALK EASEMENT APPARENT FLOOD HAZARD ZONE: "X" COMMUNITY NO. 120235 (MAP NUMBER 12 10 1 C-0456-F) EFFECTIVE DATE: 09/26/2014 PRM (P) CITY OF ZEPHYRHILLS WARRANT/ DEED (O.R. 806,PG. 1041(P) (P) Scale: 1 " = 30' 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 (R) = RECORD LEGEND VINYL FENCE A/C =AIR CONDITIONER D.E= DRAINAGE EASEMENT LB =LICENSED BUISNESS PCC - POINT OF COMPOUND CURVE RNG = RANGE •; �'%i!!'�p`- r-I rl AF -ALUMINUM FENCE EL OR ELEV = ELEVATION L.E = LANDSCAPE EASEMENT PCP = PERMANENT CONTROL POINT RRS = RAIL ROAD SPIKE CONC BFE = BASE FLOOD ELEVATION EDP = EDGE OF PAVEMENT LFE = LOWEST FLOOR ELEVATION P/E = POOL EQUIPMENT R/W = RIGHT OF WAY WOOD FENCE BM - BENCH MARK ESM•T = EASEMENT LS = LICENSED SURVEYOR PG - PAGE SEC = SECTION ASPHALT C = CURVE F/C = FENCE CORNER (M) = MEASURED PI = POINT OF INTERSECTION SN&D = SET NAIL AND DISK = (C) = CALCULATED FCM = FOUND CONCRETE MES = MITERED END SECTION PK -PARKER KALON LB#8183 CHAIN LINK FENCE 4 = CENTERUNE MONUMENT NCF = NO CORNER FOUND ¢ = PROPERTY LINE SIR = SET 1/2" IRON ROD LB# 8183 CLF = CHAIN LINK FENCE FIP = FOUND IRON PIPE CIA = OVERALL POB = POINT OF BEGINNING TBM = TEMPORARY BENCH MARK = BRICK K - X CMP = CORRUGATED METAL PIP FIR - FOUND IRON ROD OHW = OVERHEAD WIRE(S) POC = POINT OF COMMENCTMENT TOB = TOP OF BANK COL = COLUMN =OFFICIAL RECORDS POL = POINT ON LINE TWP =TOWNSHIP ALUMINUM FENCE CONC = FN&D =FOUND NAIL &DISK O.R. COVERED =CONCRETE FOP - FOUND OPEN PIPE (P) = PLAT PRC = POINT OF REVERSE CURVE U.E = UTILITY EASEMENT ®= C/= CONCRETE SLAB CST =CLEAR SIGHT TRIANGLE FPP = FOUND PINCHED PIPE PB = PLAT BOOK PRM = PERMANENT REFERENCE MONUMENT VF = VINYL FENCE \\ JOB # SURVEYOR'S NOTES: SURVEYOR'S CERTIFICATE 1708 Water Oak Drive SSEE 1.) Current title information on the subject property had not been This certifies that sk *(Qf, hereon described Tarpon Springs, Florida r�" N B� Date of Plan:7-24-23 furnished to Initial Point Land Surveying, LLC. at the time of this property w�r> �d 1101 iision and Phone: (727)-831-1990 e "1" n"` 1 . �r yh�'' __�� RG.I W RG.I.E. Z SITE PLAN meets the 11 I to f ctice for FloridaPLS7123@gmail.com E 2. This sketch was prepared without the benefit of a title search. RG I.S WR i 5. H-SITE CWC ) p p surveys asj2 Land LB# 8183 :o RG.1 W RG.LE. No instruments of record reflecting ownership, easements or Sggqrye '6�f'., C`�DE File: rights -of -way were furnished to the undersigned, unless otherwise 5 L A Ac shown hereon. ursua. o ction / .'b�f y Drawn by: DJB 3.) Roads, walks, and other similar items shown hereon were taken a e Checked by:JH from engineering plans and are subject to survey. Date: 2023 Q.4 REVISIONS 4.) This SITE PLAN does not reflect nor determine ownership.( eyA1rz:11&.32 -, 5.) This SITE PLAN is subject to matters shown on the Plat of , , FLORIDA 'TYSON TOWNHOMES" Jeff M. Ha,,yy�� 6.) Dimensions shown hereon are in feet and decimal portions FLORIDA PRry '� I ft VE > AND Q thereof. MAPPER NO. L A'du 7.) Contractor and owner are to verify all setbacks, building 11441 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. a - Boise c — Double 16" BCI® 4500s-1.8 PASSED E"GNEENEp WOOO9HOWC4 1st Floor\Floor Joists\FJ1(i1553) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ1(i1553) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 19-05-12 Total Horizontal Product Length = 19-05-12 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 2-3/8" 854 / 0 213 / 0 B2, 2-3/8" 1122 / 0 280 / 0 B2 Load Summary Live Dead Snow Wind Roof OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 41 10 n\a View Fill) 2 FC3 Floor Decking (Plan View Fill) 3 FC3 Floor Decking (Plan View Fill) 4 FJ2(i1526) Unf. Lin. (lb/ft) Unf. Lin. (lb/ft) Conc. Pt. (Ibs) 00-00-00 15-10-10 Top 39 10 n\a 16-00-06 19-05-12 Top 41 10 n\a 15-10-10 15-10-10 Top 417 104 n\a Hole Summary _Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 5551 ft-Ibs 67.9% 100% 1 10-07-14 End Reaction 1402 Ibs 59.4% 100% 1 19-05-12 End Shear 1382 Ibs 35.0% 100% 1 19-03-06 Hole #1 Shear 396 Ibs 36.1 % 100% 3 08-00-00 Hole #2 Shear 320 Ibs 29.1 % 100% 4 12-00-00 Total Load Deflection L/694 (0.332") 34.6% n\a 1 10-00-00 Live Load Deflection U868 (0.266") 55.3% n\a 6 10-00-00 Max Defl. 0.332" 33.2% Me 1 10-00-00 Span / Depth 14.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 3-1/2" 1067 Ibs 14.7% 45.2% Unspecified B2 Wall/Plate 2-3/8" x 3-1/2" 1402 Ibs 19.3% 59.4% Unspecified Cautions Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCI® 4500s-1.8 applications with side load or unevenly distributed top load require filler blocks and fasteners. See Boise Cascade Technical Note IJ-13 for further information. Page 1 of 9 eo"c = Double 16" BCI® 4500s-1.8 PASSED v_G [REDW4 OMQOUGTE 1st Flooffloor JoistslFJ1(i1553) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ 1 (i 1553) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTm, ALLJOIST®, BC RIM BOARDTM, BCI® , BOISE GLULAMTM, BC FloorValue® , VERSA -LAW, VERSA -RIM PLUS®, Page 2 of 9 CascW t = Double 16" BCI® 4500s-1.8 PASSED 1 st FloorlFloor Joists\FJ2(i1526) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i1526) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 0 8 B1 04.04-08 Total Horizontal Product Length = 04-04-06 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 2" 422/0 106/0 B2, 4" 871 / 0 218 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FJ5(i1545) Conc. Pt. (Ibs) L 01-09-10 01-09-10 Top 635 159 n\a 2 FJ5(i1533) Conc. Pt. (Ibs) L 03-09-10 03-09-10 Top 648 162 n\a Controls Summary Value % Allowable Duration Case Location Pos. Moment 885 ft-Ibs 10.8% 100% 1 01-09-10 End Reaction 1089 Ibs 36.9% 100% 1 04-04-08 End Shear 1089 Ibs 27.6% 100% 1 04-00-08 Total Load Deflection L/999 (0.006") n\a n\a 1 01-09-10 Live Load Deflection L/999 (0.005") n\a n\a 2 01-09-10 Max Defl. 0.006" n\a n\a 1 01-09-10 Span / Depth 3.0 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Hanger 2" x 3-1/2" 528 Ibs 31.7% 18.3% IUS3.56/16 B2 Wall/Plate 4" x 3-1/2" 1089 Ibs 8.9% 36.9% Unspecified Cautions Hanger IUS3.56/16 requires (14) 10d face nails, (2) 10dx1.5 joist nails. Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCI® 4500s-1.8 applications with side load or unevenly distributed top load require filler blocks and fasteners. See Boise Cascade Technical Note IJ-13 for further information. Web stiffeners (WSb) are required depending upon actual reaction, hanger type, or other web stiffener requirement at bearing(s) B1. Header for the hanger IUS3.56/16 is a Double 16" 1-joist. Page 3 of 9 �Boi" CascaM= Double 16" BCI® 4500s-1.8 PASSED W tlGINEEpFD W060 CRDDUCTS 1st FloorTloor JoistslFJ2(i1526) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i1526) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Hanger Manufacturer: Simpson Strong -Tie, Inc. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTm, ALLJOIST®, BC RIM BOARDTA1, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 4 of 9 (�j►JBoisacascac -G.EC-EU MM MOUCTS Single 16" BCI® 6000s-1.8 PASSED 1st FloorlFloor JoistslFJ3(i1548) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1 st Floor\Floor Joists\FJ3(i1548) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 19-05-12 Total Horizontal Product Length = 19-05-12 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live 131, 2-3/8" 779 / 0 195 / 0 B2, 2-3/8" 779 / 0 195 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 4612 ft-Ibs 83.9% 100% 1 09-08-10 End Reaction 974 Ibs 72.7% 100% 1 00-00-00 End Shear 954 Ibs 43.9% 100% 1 00-02-06 Hole #1 Shear 303 Ibs 50.1 % 100% 3 08-00-00 Hole #2 Shear 338 Ibs 56.0% 100% 4 12-00-00 Total Load Deflection U587 (0.393") 40.9% n\a 1 09-08-10 Live Load Deflection U734 (0.314") 65.4% n\a 6 09-08-10 Max Defl. 0.393" 39.3% n\a 1 09-08-10 Span / Depth 14.4 Hole Location Valid Disclosure Allow Bearing Supports Dim. (LxW) Value Support %Allow Member Material Use of the Boise Cascade Software is B1 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified subject to the terms of the End User License Agreement (EULA). B2 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate Notes expert to assure its adequacy, prior to Design meets Code minimum (U240) Total load deflection criteria. anyone relying on such output as Design meets User specified (U480) Live load deflection criteria. evidence of suitability for a particular application. The output here is based on Design meets arbitrary (1 ") Maximum Total load deflection criteria. building code -accepted design Design meets arbitrary (0.75") Maximum live load deflection criteria. properties and analysis methods. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Installation of Boise Cascade Design based on Dry Service Condition. engineered wood products must be in accordance with current Installation BC CALC® analysis is based on IBC 2015. Guide and applicable building codes. To Calculations assume member is fully braced. obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTm, ALLJOISTO , BC RIM BOARDTm, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 5 of 9 Boise ci = Single 16" BCI® 6000s-1.8 PASSED e.NGWEFPE6 WOOC 9RCOUris 1st FlooAFloor JoistslFJ4(i1527) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i1527) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 1 11-04-02 08-01-10 B1 132 B3 Total Horizontal Product Length = 19-05-12 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 2-3/8" 403 / 20 96 / 0 B2, 3-1/2" 951 / 0 238 / 0 B3, 2-3/8" 302 / 78 56 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 14-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 1179 ft-Ibs 21.5% 100% 2 04-11-13 Neg. Moment -1066 ft-Ibs 19.4% 100% 1 11-04-02 End Reaction 499 Ibs 37.3% 100% 2 00-00-00 Int. Reaction 1189 Ibs 44.9% 100% 1 11-04-02 End Shear 479 Ibs 22.0% 100% 2 00-02-06 Cont. Shear 641 Ibs 29.5% 100% 1 11-02-06 Hole #1 Shear 326 Ibs 54.0% 100% 4 08-00-00 Hole #2 Shear 268 Ibs 44.3% 100% 1 14-00-00 Total Load Deflection L/999 (0.043") n\a n\a 2 05-06-08 Live Load Deflection U999 (0.035") n\a n\a 9 05-06-08 Total Neg. Defl. U999 (-0.003") n\a n\a 2 14-01-08 Max Defl. 0.043" n\a n\a 2 05-06-08 Span / Depth 8.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 2-5/16" 499 Ibs 10.4% 37.3% Unspecified B2 Wall/Plate 3-1/2" x 2-5/16" 1189 Ibs 16.8% 44.9% Unspecified B3 Wall/Plate 2-3/8" x 2-5/16" 358 Ibs 7.5% 26.8% Unspecified Page 6 of 9 Boise c� = Single 16" BCI® 6000s-1.8 PASSED 1st Floor\Floor JoistslFJ4(i1527) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i1527) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75) Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALCO analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALCO, BC FRAMER®, AJS-, ALLJOIST®, BC RIM BOARDTm, BCI® , BOISE GLULAMTM, BC FloorValue® , VERSA -LAW, VERSA -RIM PLUS®, Page 7 of 9 Boi" CascaM Single 16" BCI® 6000s-1.8 PASSED Zri IWCKD WOOD_oDu4r5 BC Design Engine Member Report Build 8548 Job name: Address: City, State, Zip: Customer: 1st Floor\Floor Joists\FJ5(i1539) (Floor Joist) Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 File name: TTH1-9.mmdl Description: 1st Floor\Floor Joists\FJ5(i1539) Specifier: Designer: Code reports: ESR-1336 Company: B1 15-11-04 Total Horizontal Product Length = 15-11-04 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live 61, 2-3/8" 637 / 0 159 / 0 B2, 2-3/8" 637 / 0 159 / 0 B2 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-11-04 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Controls Summary Value % Allowable Duration Case Location Pos. Moment 3068 ft-Ibs 55.8% 100% 1 07-1174 End Reaction 797 Ibs 59.5% 100% 1 00-00-00 End Shear 777 Ibs 35.7% 100% 1 00-02-06 Hole #1 Shear 159 Ibs 26.2% 100% 2 08-00-00 Hole #2 Shear 440 Ibs 72.8% 100% 4 12-00-00 Total Load Deflection L/1021 (0.184") 23.5% n\a 1 07-11-04 Live Load Deflection L/1277 (0.147") 37.6% n\a 6 07-11-04 Max Defl. 0.184" 18.4% n\a 1 07-11-04 Span / Depth 11.7 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material 131 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Circular Horizontal Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARDTm, BCI® , BOISE GLULAMTM, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 8 of 9 ®Bo" Caw" = Single 16" BCI® 6000s-1.8 PASSED ENGiNECNEp'4�CP vpppNri.", 1st Floor\Floor JoistsWJ6(i1555) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ6(i1555) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 03-08-14 Total Horizontal Product Length = 03-08-14 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 3-1/2" 52 / 0 13 / 0 B2, 2-3/8" 58 / 0 15 / 0 Load Summary Live Dead snow Wind Roof ocs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-03-08 03-08-14 Top 32 8 n\a View Fill) Controls Summary Value %Allowable Duration Case Location Pos. Moment 57 ft-Ibs 1.0% 100% 1 01-11-00 End Reaction 73 Ibs 5.4% 100% 1 03-08-14 End Shear 65 Ibs 3.0% 100% 1 00-03-08 Total Load Deflection L/999 (0.001") n\a n\a 1 01-11-00 Live Load Deflection L/999 (0.001") n\a n\a 2 01-11-00 Max Defl. 0.001" n\a n\a 1 01-11-00 Span / Depth 2.5 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 3-1/2" x 2-5/16" 65 Ibs 0.9% 4.2% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 73 Ibs 1.5% 5.4% Unspecified Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTm, ALLJOIST®, BC RIM BOARDTM, BCI® , BOISE GLULAMTM, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 9of9 City of Zephyrhills 5335 Eighth Street Zephyrhills, FL 33542 Phone. (813) 780-0020 Fax: (813) 780-0021 Permit Type: Building General (Commercial) PERMIT NUMBER BGC-005314-2022 Issue Date: 12/28/2022 Property Number Street Address 02 26 21 0000 04200 0020 Owner Information Permit Information Contractor Information Name: STARLIGHT HOMES FLORIDA LLC Permit "type: Building General (Commercial) Contractor. STEGER SITE PREPARTIOf Class of Work. Right of Way Temporary Use INC Address: 9720 Princess Palm Ave Ste 130 Building Valuation: TAMPA, FL 33610 Electrical Valuation: Phone: Mechanical Valuation: Plumbing Valuation: Total Valuation: $0.00 Total Fees: Amounl Paid: Date Paid: Project Description MI5 SEE DLSCRIPrIDN -8TH ST & HENRY DR (TOWNHOMES) — Appiication Fees REINSPECTION FEES: (c) With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c) the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection, whichever is greater, for each subsequent reinspection, Notice: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permit required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property, If you intend to obtain financing, consult with your lender or an attorney before recording your notice of commencement." Complete Plans, Specifications add fee Must Accompany Application. All work shall be performed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER DATE: 11114M CITY OF ZEPHYRHILLS — BUILDING DEPARTMENT RIGHT-OF-WAY USE PERMIT PERMIT M No construction under ground or above ground of any facility shall be accomplished on any City Rights of Way Without written approval from the City Building Department. Any application for approval of construction operations on any City owned Rights of Way shall furnish a detailed drawing showing the complete scope of the proposed work In triplicate to the office of the Building Official for approval prior to the commencement of any work. A copy of this permit Is to be kept readily available at the site of the work at all times. PARCEL ID#: s.0-2a3,T—hip26s,R.ng.21E CITY ROAD athSI—A&Hon Dr LOCATION(Lefial Description): ATRACTOF LANDLOCATED IN THE SOUTHEAST 114 OF THE SOUTHEAST III OF SECTION 3AND THE SOUTHWEST 114 OF THE SOUTHWEST 114 OF SECTION 2AND IN THAT PORTION OF TRACT AOF _ PAGE 100, OF THE PUBLIC RECORDS, ALL IN TOWNSHIP 26 SOUTH, RANGE 21 EAST OF PASCO COUNTY, FLORIDA Permission is hereby granted to NM ow..I, Cf SNge SIN P.P_Vw For the construction and maintenance of: Th. m.M b.hv..P Ilia Ty—n T..1—we3vNM b h. VA S0. L H." dive W F.m Hire Rme Subject to the following conditions: 1, The construction and maintenance of such utility shall not Interfere With the property and rights of a prior occupanl. 2. All work shah be done In keeping with the standards of the City Streets Department and under the supervision of the City Building Official, who will be notified at least one day prior to commencement of construction. 3. Afi materials and equipment shall be subject to Inspection by the City Building Of ldal. 4. During construction all safety regulations of the Department of Transportation shall be observed and the City shall be relieved of all responsibility from damage of any nature arising from this peril. Subject to the same terms and conditions, the permit holder may lake such safety measures, including placing and display of caution signs, as it may deem necessary In conduct of construction and maintenance work hereunder. It Is the responsibility of the permittee to ???? 5. Ail private and all City property shell be restored to its original condition as far as practical in the opinion of the City Building Official. 8. All underground crossing Installations shall be laid at such depth as may be specified by the City Building Official. 7. The sketch covering the details of this installation shall be made a part of this permit. This perk is granted with the underetanding that the applicant has notified all other utility users in the area covered by the permit and takes full responsibility for any damage incurred by prior Installations as a result of his operations in order that they may safe guard their Interests. 8. It Is expressly stipulated that this permit is a license for permissive use only and that the placing of facilities upon public property pursuant to this permit shall not operate to create or to vest any property right In said holder. S. Whenever the City decides to further exploit the City Rights of Way, any or all said poles, wires, pipes, cables, or other facilities and appurtenances authorized hereunder, shall be immediately removed from said Rights of Way, or reset or relocated thereon as required by the City Building Official at the expense of the holder of this permit. 10. The holder shag save and keep the City harmless from any and all damages, claims, or Injuries that may occur by reason of the construction, maintenance, and operation of said facility. 11. The holder shall complete the requested work Within days or this permit shall become null and void. In the event the work requested is not completed upon the expiration date of thle permit, the City shall have the right to Complete such Work and to charge the holder of the permit for all costs Incurred in completed said work. 12. The holder shall post a cash or surety bond with the City Manager in the sum of $_ dollars to guarantee performance of the obligations herein, and to guaranies maintenance of the right -&-way described herein for a period of one (1) year following completion of the requested installation. In the event a surety bond is posted, the surety bond shall be made payable to the City and shall obligate the surety to hold the City harmless In the event the holder of this permil should fall to meet any of Its obligations hereunder. The bond shell also Indemnify the City for all court coals and reasonable attorneys fees In the event legal action is required to collect on said bond. SUBMITTED BY: (PERMITTEE), 61—s""P-me- Signature &Title David Schaffer P" Address PO err 60251s .4vWN, FbWIa 34604 Phone # e1"27-0670 Email : D.w®.t welt — APPROVED BY: CITY OF ZEPHYRHILLS utlliues supervisor Pudic Works Date Bu4ding Dept Date City Manager Date CITY OF ZEPHYRHILLS — BUILDING DEPARTMENT RIGHT-OF-WAY USE PERMIT DATE: 1I"4i22 PERMIT #: Nln construction under ground or above ground of any facility shall be accomplished on any City Rights of Way without written approval from the City Building irtment. Any application for approval of construction operations on any City owned Rights of Way shall furnish a detailed drawing showing the complete pe of the proposed Work in triplicate to the office of the Building Official for approval prior to the commencement of any work. A copy of this permit is to be kept readily available at the site of the work at all times. PARCEL ID#: CITYROAD amsv°alaN°,�lyor. LOCATION (Legal Description): A TRACT OF LAND LOCATED IN THE SOUTHEAST IA OF THE SOUTHEAST 1/4 OF SECTION 3 AND THE SOUTHWEST IA OF THE SOUTHWEST I OF SECTION 2 AND IN THAT PORTION Or TRACT A OF _ SON. LA PAGE 1ea.OF THE Pl18Lx: RECORDS, ALL IN TOWNSHIP 26 SOUTH, RANGE 21 EAST OF PASCO COUNTY, FLORIDA Permission is hereby granted to of For the construction and maintenance of: Subject to the following conditions: 1. The construction and maintenance of such utility shall not interfere with the property and rights of a prior occupant. 2. All work shall be done in keeping with me standards o1 the City Streets Department and under the supervision of the City Building Official, who will be notified at least one day prior to commencement of Construction. 3. All materials and equipment shall be subject to Inspection by the City Building Official. 4. During Construction all safety regulations of the Department of Transportation shall be observed and the City shall be relieved of all responsibility from damage of any nature arising from this permit. Subject to the same terms and conditions, the permit holder may take such safety measures, Including plating and display of caution signs, as it may deem necessary in conduct of construction and maintenance Work hereunder. It is the responsibility of the permittee to ???? 5. All private and all City property shall be restored to its original condition as for as practical in the opinion of the City Building Official, 6. All underground crossing Installations shall be laid at such depth as may be specified by the City Building Official. 7. The sketch covering the details of this installation shall be made a part of this permit. This permit is granted With the understanding that the applicant has notified all other utility users in the area Covered by the permit and takes full responsibility for any damage Incurred by prior installations as a result of his operations in order that they may safe guard their interests. 8. Il is expressly stipulated that this permit is a license for permissive use only and that the placing of facilities upon public property pursuant to this permit shall not operate to create or to vest any property right in said holder. 9. Whenever the City decides to further exploit the City Rights of Way, any or all said poles, wires, pipes, cables, or other facilities and appurtenances authorized hereunder, shall be Immediately removed from said Rights of Way, or reset or relocated thereon as required by the City Building Official at the expense of the holder of this permit. 10. The holder shall save and keep the City harmless from any and all damages, claims, or injuries that may occur by reason of the Construction, maintenance, and operation of said facility. 11. The holder shall complete the requested work Within days or this permit shall become null and void. In the event the work requested is not Completed upon the expiration date of this permit, the City shall have the right to complete such work and to charge the holder of the permit for all costs incurred In completed said work. 12. The holder shall post a cash or Surety bond with the City Manager in the sum of $ dollars to guarantee performance of the obligations herein, and to guarantee maintenance of the right-of-way described herein for a period of one (1) year following completion of the requested Installation. In the event a surety bond is posted, the surely bond shall be made payable to the City and shall obligate the surety to hold the City harrMess in the event the holder of this permit should fall to meet any of its obligations hereunder. The bond shall also indemnify the City for all court costs and reasonable attorneys fees In the event legal action is required to collect on said bond. SUBMITTED BY: (PERMITTEE). Signature a Title David Schaffer PM Address PD Box 5025 Brooksville, FbrWa 34604 Phone # ela,5z;ohm Email : ow°tDueomsiw.c°m APPROVED BY: CITY OF ZEPHYRHILLS .ies Supervisor Date Public Works C>` .t _ _ Date 3rOt- r Y2-2 ritU u /:tl.Y .�'SlX.1 9U All i-049&) q(�S _ r Building Dept Date ` '^naoer Date ' N I w,- r.oeouosmnm sew¢veawrcrre w—aNi.—E ,v uomssow..ee sev � 1 S r scut : ,• •+v ., F,•,..<,ae xc [nius.wsrc[cxos[x rvaurx[.cnwnmacnri�utr I [uuro s«cumumsnusocaxssrnn vnmmuswamisxar mnmi.L,.M%u`oao n,wowcu M�c uaII 1 �.x[cemasra mro i r.omca.4n..c .wr«uris c,.xo c.r nsxormaxw[n r xt I .�u�osss ua re I c[rxu ..roc urtxrWrcn.mmunms�,wuswt�c 1 I rmmrccrxsuaccra.w MW IN1111®®®® rm I7j� • ■® ■® �a \ rmow ■® ■m +i101 ill „' LINE rucn.mr -ss�. l I � _ :RTY LINE ��■c,••f���Y�m Mel� s u �IME l i mal SOME t >~,pIS _ FLORIDA 1 a xaa la„..minim ° WM TIG IN STA 0+00 TO STA 1+49 r p x G W—UP.. MN—E R a } rT��� ualc: r. tv IIUIIIZU\T\I.IIIUEfTIII.\fL UU11.L1.\'O \OITJi 95 9 p3��F ZEPHYRHILLS, FLORIDA UTILITY DETAILS -6.7 �T