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HomeMy WebLinkAbout6170-6220 Pina Colada St (2)MiTek" RE: TTH81-89 MiTek, Inc. 16023 Swingley Ridge Rd. Chesterfield, MO 63017 Site Information: 314.434.1200 Customer: Starlight Homes Project Name: TTH81-89 Lot/Block: 81-89 Model: BLDG 12 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T31683307 CIA 9/28/2023 21 T31683327 T11 9/28/2023 2 T31683308 C3A 9/28/2023 22 T31683328 Vol 9/28/2023 3 T31683309 CJ1 9/28/2023 23 T31683329 V02 9/28/2023 4 T31683310 CJ3 9/28/2023 24 T31683330 V03 9/28/2023 5 T31683311 EJ5 9/28/2023 25 T31683331 VO4 9/28/2023 6 T31683312 HJ5 9/28/2023 26 T31683332 V05 9/28/2023 7 T31683313 T01 9/28/2023 27 T31683333 V06 9/28/2023 8 T31683314 T02 9/28/2023 28 T31683334 V07 9/28/2023 9 T31683315 T03 9/28/2023 29 T31683335 V08 9/28/2023 10 T31683316 T04 9/28/2023 30 T31683336 V09 9/28/2023 11 T31683317 T04A 9/28/2023 31 T31683337 V10 9/28/2023 12 T31683318 T05 9/28/2023 32 T31683338 V11 9/28/2023 13 T31683319 T05A 9/28/2023 14 T31683320 T06 9/28/2023 15 T31683321 T06A 9/28/2023 16 T31683322 T07 9/28/2023 17 T31683323 T07A 9/28/2023 18 T31683324 T09 9/28/2023 19 T31683325 T10 9/28/2023 20 T31683326 T10A 9/28/2023 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 ,,I I1111111 based on the parameters provided by Builders FirstSource - Plant City. ,�% PQUIN VFW Truss Design Engineer's Name: Velez, Joaquin `♦♦♦♦ �� C E•jV SF My license renewal date for the state of Florida is February 28, 2025.10 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 ANSI/TPI 1, Chapter 2. 3 STATE OF : 4 �'• . O R t. Joaquin Velez PE No.68182 MiTek luc. DBA MiTek US_>, FL Cert 6634 16023 S,,iuglec Ridge Rd. Chesterfield N10 63017 September 28, 2023 Date: 1 of 1 Velez, Joaquin Job Truss Truss Type Qty Ply T31683307 TTH81-89 C1A Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:47 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlGU H-RfC? PsB7OHg3N Sg P gnL8w3u ITXbG KWrCDoi7J4zJC?f -1-M 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/deft 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 0.03 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 FBC2020rrP12014 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=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. Jo®gtdn Cel- PE N..68182 AtiTek Inc, DBA lBTek USA FL C-t 6634 16023 Srieglev Ridge Rd. ChcAcifieid. NIO 63D37 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 112/2023 BEFORE USE. ■K a Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 propertyy damage. For general gguidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 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) 16023 Swingley Ridge Rd. Chesterfield, MO 63017 314,434.1200 / MITek-US.com Job Truss Truss Type Qty Ply T31683308 TTH81-89 C3A Jack -Open 4 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), ramps, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:48 2023 Page 1 I D: tP uYCeVfQTf Yt3OC?ZvfnpzlG U H-RfC?PsB7OH q3N SgPgnL8w3u ITXbGKWrC Doi7J 4zJC?f M3-3-10 3-3-10 2x4 = Scale = 1:13.2 3-3-10 3-3-10 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 0.26 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=126(LC 12) Max Uplift 3=-80(LC 12), 2=138(LC 12) Max Grav 3=81(LC 17), 2=188(LC 1), 4=62(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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 ezposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3 and 138 lb uplift at joint 2. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagnie Velez PE N..68182 NDTek 1uc. DBA MiTek C-SA FL Cert 6634 16023 Swingley Ridge Rd. C6este,Md, N10 6301' Date: September 28,2023 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 only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and propeM damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SIlTIP 1 Qual ty Criteria and 1 B-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31683309 TTH81-89 CA Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:48 2023 Page 1 ID tP uYCeVfQTfYt30C?ZvfnpzlG U H-RfC? PsB7OHg3NSgPgn L8w3u lTXbGKWrC Doi7J4zJ C?f 1-0-0 14-14 Scale = 1:7.4 2x4 = 1-4-14 1-4-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 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 FBC2020ITP12014 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; VuIt=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 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. Joegein Velez PE 11'0.68182 11ITek luc. DBA NBTek USA FL Cert 6634 16023 Svingley Ridge Rd. C'besterfield. NIO 63017 DAIe: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. I/212023 BEFORE USE. MiTeko 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 pproppeeMriy damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see Agra * 1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcsoomponents.com) 314.434.12001 MiTek-US.com Job Truss Truss Type Qty Ply T31683310 TTH81.89 CJ3 Jack -Open 4 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 2x4 = 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:49 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 3-9-11 3-9-11 Scale = 1:12.4 3-9-11 3-9-11 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl 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; 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) -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. Joaquin Velez PE IGe.68182 11liek Lur. DBA 3111-ek. CSA FL Cent 6634 16023 Seinatey Ridge Rd. Chesterfield, Nf0 63017 Date: September 28,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. i �� �� Design valid for use only with MTekS 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 permanent bracing is always required for stability and to prevent collapse with possible personal injury and prope damagge. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrl" 1 Cl fabrication, 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.sbcscomponentscom) 314.434.12001 MiTek-US.com Job Truss Truss Type Qty Ply T31683311 TTH81-89 EJ5 Jack -Open 34 1 Job Reference (optional) Builders Flrstsource (Tampa, FL), Pampa, FL - 33564, 8.630 s Aug 30 2023 MITek Industries, Inc. Wed Sep 27 10:35:50 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3NSgPgnL8w3u ITXbG K WrC Doi7J4zJC?f 3x4 = 5-M 5-M Scale = 1:17.4 Plate Offsets (X Y)— [2:0-4-0,0-0-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.03 24 >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; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 3 and 155 lb uplift at joint 2. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any This item has been particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 \tfCek 1uc. DBA .\DTek USA FL Cen 6634 16023 Ss tagl.y Ridge Rd. Chesterfield. >1O 63017 D.tr: September 28,2023 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Mi F 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 pproperrltyy damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTril Qual Criteria and 8SB-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.ccm Job Truss Truss Type Qty Ply T31683312 TTH81-89 HJ5 Diagonal Hip Girder 4 1 Job Reference (optional) Builders Firssource (Tampa, FL), Tampa, FL - 33564, -1-6-12 3x4 = 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:51 2023 Page 1 I D:tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OH g3NSgPgnL8w3u ITXbGKWrC Doi7J4zJ C?f 7-8-13 Scale = 1:17.2 7-8-13 7-8-6 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 0.91 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 FBC2020/TPI2014 Matrix-SH Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIR 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; Vuft=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); 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 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 23 lb up at 1-6-10, 85 lb down and 34 lb up at 2-6-11, and 47 lb down and 106 lb up at 4-8-1, and 108 lb down and 95 lb up at 5-1-14 on 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 signature must be verified Concentrated Loads (lb) on any electronic copies. Vert: 7=-3(F) 8=-2(B) 11=-5(F) 12=5(B) I-gNu Verez PE:So.68182 NITek Inc DBA JXHTek GSA FL Cert 6634 16023 Swingtey Ridge Rd. Chesterfield. \70 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and pprogpeenriyy damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANlom, 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 T31683313 TTH81-89 T01 Hip Girder 2 Job Reference (optional) tlumers r Irstbource (lamps, FL), I ampa, F L - 335ti4, s.ti3U S AUg 3u 2U23 mi i eK InaustneS, Inc. vvea sep 27 1 U:3b:bb 2u2J rage 1 ID:tPuYCeVfQTtYt3OC?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 6-2-6 11-0-12 16-56 21-6-0 26-6-10 31-7-4 36-9-10 43-0-0 4'4-0-0 6 2 6 5-2-6 5-0-10 5-0-10 5-0-10 5-0-10 5-2 6 6-2� 5.00 F12 6x8 2x4 II 3 21 22 4 23 4x8 = 7x8 = 4x8 = 2x4 II 6x8 = 24 5 2526 27 6 28 2930 7 31 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 I 7x8 WB = 6-2� 11-0-12 16-5-0 21E-0 26b-10 31-711 36-9-10 43-0-0 6-21 5-2 6 5 0� 5 0 10 5 0 10 5-0 10 5-2 6 6-2-6 Plate Offsets (X,Y)— [2:0-4-0,Edge], [3:0-2-12,0-4-0], [6:0-4-0,0-4-8], [9:0-2-12,0-4-0], [10:0-4-0,Edge] 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 0.57 Vert(LL) 0.82 16 >625 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.96 16 >534 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH 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 puriins. 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 BOTCHORD 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=01450, 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; VuR=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. Ja.gnle V.1- PE Ne.68182 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 afirek 1— DBA Welk ESA FL C.n 6634 will fit between the bottom chord and any other members. 16023 Swtogiey Ridge Rd. chesteraeld. 310 63017 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1645 lb uplift at joint 2 and 1722 lb uplift D.te: at joint 10. September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek"' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rRit 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 MTek-US.com Job Truss Truss Type Qty Ply T31683313 TTH81-89 T01 Hip Girder 2 Job Reference (optional) 6utlders FtrstSource (I ampa, FL), I ampa, FL - 33564, 8.630 s Aug 30 2023 Mi Fek Industries, Inc. Wed Sep 2/ 10:35:55 2023 Page 2 I D:tPUYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB70Hg3NSgPgn L8w3u ITXbG KWrCDoi7J4zJ C?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(8) 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(131) 31=-68(B) 32=-68(B) 33=-68(B) 34=-68(8) 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) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not i �� �® a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and ppropperrtyry damagge. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7Rl1 Quaiity Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) Chesterfield, MO 63017 314.434.12001 MTek-US.com Job Truss Truss Type Qty Ply T31683314 TTH81-89 T02 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:57 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f M1 0 Q 5-1-7 8-7-3 15-0-10 21 6-0 27-11 6 13 37-10-9 43-0-0 q4-0 p . 5-1-7 3-5-12 6-5-6 6-5-6 6-5-6 6-5 6 3-5 12 5-1-7 0- Scale = 1:73.6 3x4 = Sx6 = 5.00 12 3x4 = 4x6 — 3x4 = 5x6 = 4 21 5 22 23 6 7 24 825 26 9 5x8 = 18 17 16 15 14 13 5x8 = 4x8 = 6x8 = 4x4 = 4x4 = 4x8 = 6x8 = 8-7-3 17-2-6 25-9-10 34A-13 43-0-0 8-7-3 8-7-3 8-7-3 8-7-3 8-7-3 LOADING (psf) SPACING- 2-0 0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.85 BCLL 0.0 Rep Stress Incr YES WB 0.47 BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x6 SIP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) 0.63 15-16 >812 240 MT20 244/190 Vert(CT) -0.88 15-16 >583 180 Horz(CT) 0.18 11 n/a n/a Weight: 239 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-13 oc bracing. WEBS 1 Row at midpt 5-18, 8-13 Max Horz 2=-127(LC 10) Max Uplift 2=-943(LC 12), 11=-943(LC 12) Max Grav 2=1642(LC 1), 11=1642(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3603/2165, 3-4=-3346/1985, 4-5=-3097/1891, 5-6=-4552/2710, 6-8=4552/2710, 8-9=3097/1891, 9-10=-3346/1985, 10-11=-3603/2165 BOT CHORD 2-18=-1890/3274, 16-18=-2420/4349, 15-16=-2625/4756, 13-15=-2403/4349, 11-13=-1907/3274 WEBS 3-18=-268/324, 4-18=-522/1012, 5-18=1508/885, 5-16=134/444, 6-16=-316/261, 6-15=-316/261, 8-15=-134/444, 8-13=1508/885, 9-13=521/1012, 10-113=268/324 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuB=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 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." A 2 IJ 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 N1[1Tek fac. DBA iBTek USA FL Cen 6634 16023 Svingley Ridge Rd. C6esterrreld. N10 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. MiTeko 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 I. always required for stability and to prevent collapse with possible personal injury and pprogpeny damage. For general gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIt Quality Criteria and DI 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.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683315 TTH81-89 T03 Hip 2 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:58 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -�-0-p 6-0-5 11-0-0 18-0-9 24-11-7 32-0-0 36-5-11 43-0-0 q4-0-p -0- 6-6-5 4-5-11 7-0-9 6-10-13 7-0-9 4-5-11 6Fa5 -0 5.00 f 12 5x8 = 2x4 11 4x6 = 3x8 = 5x6 = 422 23 5 24 6 25 7 26 827 Scale = 1:73.7 3x6 i5� 19 18 17 16 15 14 13 12 3x6 2x4 II 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' 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), 110=943(1_C 12) Max Grav 2=1642(LC 1), 10=1642(LC 1) 4x6 = 3x10 = 2x4 11 5x6 = 3x8 = 2x4 II 43-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.90 Vert(LL) 0.52 15-16 >982 240 MT20 244/190 BC 0.94 Vert(CT)-0.7415-16 >694 180 WB 0.75 Horz(CT) 0.23 10 n/a n/a Matrix-SH Weight: 218 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-16, 7-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3513/2077, 3-4=-3065/1877, 4-5=3607/2258, 5-7=3607/2259, 7-8=2810/1793, 8-9=-3066/1877, 9-10=-3512/2077 BOT CHORD 2-19=-1794/3166, 18-19=1794/3166, 16-18=-1479/2792, 15-16=1949/3606, 13-15=-1949/3606, 12-13=1806/3165, 10-12=-1806/3165 WEBS 3-18=-476/379, 4-18=-161/394, 4-16=577/1077, 5-16=397/373, 7-15=0/281, 7-13=-1059/569, 8-13=-460/879, 9-13=-474/379 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 11-0-0, Exterior(21R) 11-0-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(21R) 32-0-0 to 38-1-0, Interior(1) 38-1-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at joint 10. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. JongNn Celez PE \0.68182 MITektat.DBAMiTek.USA FLCert6634 I6023 Swingley Rldge Rd. Cheslerneld. MO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. ■ 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 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 antl pproppeertRyy damage. For general guidance regarding the 16023 Swingiey Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPit Quality For and guidance available from Truss Plate Institute (www.tpinsl.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the structural Building Component Association (www.sbcsromponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683316 TTH81-89 T04 Hip 1 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:35:59 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P s B7OH g3NSgPgn L8w3u ITXbGKWrC Doi7J4zJ C?f �1-0-p 7-0-5 13-4-13 + 18-9-10 24-2-6 29-L 35-11-11 43-0-0 Q4-0-Q 7-0-5 6-0-8 5-4-13 5-4-13 5-4-13 6-4-8 7-0-5 .—f- 3x4 = 5x6 3x4 3x6 = 5x6 = = 4 5 20 6 7 8 Scale = 1:73.9 3x8 = 18 17 10 « <s la Z4 I&D 14 13 12 3x8 = 2x4 II 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 2x4 11 7-0-5 13413 21-6-0 29-7-3 35-11-11 43-0-0 7.5 6� 8 8-1-3 8-1-3 6-4-8 7 0 5 Plate Offsets (X,Y)— [2:0-4-2,0-1-81.[4:0-3-0,0-2-41[8:0-3-0 0-2-41,[10:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.41 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.71 15-17 >724 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 219 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 4-6-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-191(LC 10) Max Uplift 2=-943(LC 12), 10=943(LC 12) Max Grav 2=1861(LC 17), 10=1861(LC 18) FORCES. (lb) - Max. CompdMax. 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 BOTCHORD 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=01254, 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; 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 Extedor(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at signed and sealed and the joint 10. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. Joaquin Velez PE \o.6g132 DBTek Iuc. DBA MiTek USA FL Cett 6634 16023 SvringJoy Ridge Rd. Ckeaierfietd, MO 63017 Date: September 28,2023 O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7413 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 tlesign. Bracing indicated is to prevent tackling of individual truss web auction 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 ANSVrPI1 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 (wwwsbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683317 TTH81-89 T04A HIP 1 1 Job Reference (optional) builaers rlrsibource (I amps, t-L), I ampa, FL - 330134, d.b3U s Aug 3U zuzi mi I eK inaustrles, Inc. Wea Sep zi 1U:3b:U1 ZU23 rage 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?P sB7OH g3NSgPgn L8w3u ITXbGKWrC Doi7J4zJ C?f i-ap 7 0 5 13-4-13 18 9-10 24-2 6 29 7-3 35 11-11 43-0-0 -0 7-0-5 6-0-8 5-4-13 5-4-13 5-4-13 6-4-8 7-0-5 s And 5x6 = 3x4 = 4 19 5 20 3x4 = 3x6 = 5x6 = 6 7 8 Scale = 1:73.8 3x8 = 17 16 " " " - — " - 12 it 3x8 = 2x4 11 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 2x4 11 7-0-5 13-4-13 29-7-3 35-11-11 LOADING (pso 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(rP12014 CSI. TC 0.85 BC 0.80 WB 0.77 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft 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=D-3-8, 2=0-3-8 Max Horz 2=190(LC11) Max Uplift 10=-857(LC 12), 2=944(LC 12) Max Grav 10=1807(LC 18). 2=1861(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3964/2102, 3-4=3217/1790, 4-5=2948/1731, 5-7=3390/1945, 7-8=-2951/1723, 8-9=-3220/1794, 9-10=-3964/2100 BOT CHORD 2-17=-1855/3714, 16-17=-1855/3714, 14-16=-1622/3358, 12-14=1637/3305, 11-12=-1846/3592, 10-11=1846/3592 WEBS 3-17=0/276, 3-16=784/507, 4-16=-405/964, 5-16=-655/358, 5-14=0/255, 7-14=01253, 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; 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) -1-0-0 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 speck electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = 1O.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 \o.68/82 3BTek Eue. DBA NiTe4 GSA FL Cen 6634 16023 Sniugiey Ridge Rd. Chesterfield. NO 63017 Date September 28,2023 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112r2023 BEFORE USE. MiTe k� 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 tmss system. Before use, the building designer must vent' 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 tracing 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 ANSIMPIII Quality Criteria and USB-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 City Ply T31683318 TTH81-89 T05 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:02 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgn L8w3u ITXbG KWrCDoi7J4zJC?f -1-0-0m 44 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0 4,4-0-p fi82-4-4 7-5-5 5-Bb 5-8-6 7-5-5 8-4-4 5.00 F12 5x8 = 2x4 II 5x8 = 5 18 6 1920 21 7 Scale = 1:75.2 3x8 = 16 15 Z3 14 L4 13 12 3x8 = 2x4 II 8-4-4 5x6 = 3x8 = 5x6 = 2x4 II 43-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CS1. TC 0.97 BC 0.88 WB 0.36 Matrix-SH DEFL. in (IGc) I/deft 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 Harz 2=223(LC 11) Max Uplift 2=-943(LC 12), 110=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, 13-114=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, 9-113=981/593, 9-12=0/345 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 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Extedor(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 44-0-0 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. I Snature must be verified g 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 I-quin Veil- PE ro.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" MiTekrnc. DDA M-urek GSA FL Cert 6634 16023 Swngley Ridge Rd. CheAerfleld. Mi0 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. i �� ��+ Design valid for use only with MTek4D 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 I s always required for stability and to prevent collapse with possible personal injury and propeM damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AIJSIRTII Quality Criteria and USB-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 T31683319 TTH81-89 T05A HIP 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:03 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3N Sg Pqn L8w3u ITXbGKWrC Doi7J 4zJC?f -1-0-p 8�-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0 0- 8-4-0 7-5-5 5-8-6 5-8-6 7-5-5 844 Scale = 1:75.1 5.00 F12 5x8 = 2x4 II 5x8 = 5 17 6 18 19 20 7 3x8 = 15 14 — 13 " 12 11 3x8 = 2x4 11 5x6 = 3x8 = 5x6 = 2x4 11 Io. LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 1.00 BC 0.90 WB 0.36 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) 0.36 13 >999 240 Vert(CT) -0.56 12-13 >918 180 Horz(CT) 0.20 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied. 1-4,8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. BOT CHORD 2x4 SP No.1 `Except' WEBS 1 Row at midpt 3-14, 9-12 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=221(LC 11) Max Uplift 2=-944(LC 12), 10=857(LC 12) Max Grav 2=1861(LC 17), 10=1807(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3889/2054, 3-5=-2974/1694, 5-6=2884/1753, 6-7=2884/1753, 7-9=2975/1694, 9-10=-3884/2055 BOT CHORD 2-15=-1797/3663, 14-15=-1797/3663, 13-14=-1261/2779, 12-13=1249/2675, 11-12=-1791/3514, 10-11=-1791/3514 WEBS 3-15=0/345, 3-14=980/593, 5-14=209/669, 5-13=-199/448, 6-13=-337/306, 7-13=-196/447, 7-12=-212/672, 9-12=989/600, 9-11=0/346 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 15-9-10, Exterior(21R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 42-10-4 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live loads. document are not considered 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.0psf. I Snature must be verified g 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 lb uplift at joint 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 ro.quin Velez PE tio.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Mekluc. Dsa FRT&USA Fc Cert 6634 16023 Swingle, Ridge Rd. Caeeterfield. MO 63017 Date: September 28,2023 O 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 design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I. 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 5 1 Quality Criteria and 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 T31683320 TTH81-89 T06 Hip 1 1 Jab Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:04 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?P sB7OH q3N SgPgnL8w3uITXbG KWrC Doi7J4zJC?f -i1-0-Q 6-0-0 12-4-3 18-2-6 24-9-10 30-7-13 36E-0 431-0 4p-0-Q 6-0-0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6S0 -0�- 5.00 F12 5x6 = 6 20 5x8 = 721 Scale = 1:75.2 3x8 = 10 to L4 1f t6 to 15 14 to Zr 1a 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 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=D-3-8 Max Horz 2=254(LC 11) 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 = 43-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TC 0.84 Vert(LL) -0.4013-15 >999 240 MT20 244/190 BC 0.98 Vert(CT) -0.70 13-15 >733 180 WB 0.99 Horz(CT) 0.20 11 n/a n/a Matrix-SH Weight: 223 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 5-8-0 oc bracing: 15-16. WEBS 1 Row at midpt 7-16 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3934/2082, 3-5=-3692/1963, 5-6=2723/1603, 6-7=-2481/1552, 7-8=2733/1603, 8-10=-3702/1963,10-11=-3943/2082 BOT CHORD 2-18=-1800/3760, 16-18=-1470/3172, 15-16=-1093/2484, 13-15=1483/3010, 11-13=-1813/3578 WEBS 3-18=-333/332, 5-18=-192/687, 5-16=-820/522, 6-16=-296/753, 7-15=-297/836, 8-15=-820/522, 8-13=-192/687, 10-13=333/332 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt=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 = 10.0psf. 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." Iq 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. Jo.gnin Velez PE \o.69182 ABTek luc. DBA ABTek USA FL Cen 6634 16023 Swb gley Ridge Rd. Chesterfield, MO 63017 Date: September 28,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 ANSVrPl1 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 T31683321 TTH81-89 T06A HIP 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:05 2023 Page 1 I D: tP uYCeVfQTfYt30C?ZvfnpzlGU H-RfC?P sB70H q3N Sg Pqn L8w3u ITXbGK WrC Doi7J4zJC?f �O Q 6-6-0 12-4-3 111-2-6 24-9-10 30-7-13 36 6-0 43-0-0 -0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-6-0 Sx6 = 5.00 12 6 19 5x8 = 720 Scale = 1:75.1 3x8 = 17 ZZ Zs 1t) 15 24 14 1E Zo Zts iz 3x8 — I¢ 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 3x4 = cs 18-2-6 24-9-10 33-0-14 43-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 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(LC11) Max Uplift 2=-944(LC 12), 11=-857(LC 12) Max Grav 2=1873(LC 17), 11=1822(LC 18) CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.87 Vert(LL) -0.40 12-14 >999 240 MT20 244/190 BC 0.98 Vert(CT) -0.7012-14 >734 180 WB 0.99 Horz(CT) 0.20 11 n/a n/a Matrix-SH 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, 10-11=-3954/2108 BOT CHORD 2-17=-1844/3753, 15-17=-1514/3165, 14-15=-1112/2483, 12-14=-1504/3011, 11-12=-1842/3589 WEBS 3-17=-333/332, 5-17=-192/687, 5-15=820/522, 6-15=-297/754, 7-14=-298/837, 8-14=-823/525, 8-12=-217/693, 10-12=338/353 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 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 rein loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 lb uplift at joint 11. 8) 'This manufactured product is designed as an individual building component. The 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 Wl— PE N0.68182 11I1ek luc. DBA 1•BTek CSA FL Cert 6634 16023 Swfngl.y Ridge Rd. Ch-t-flOd.130 63017 Dale: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/212023 BEFORE USE. i �� �� Design valid for use only with MITek® connectors. This design is based ony 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 ANSIfrPl1 Quality Criterla and SS-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.00m) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683322 TTH81-89 T07 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:06 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?P sB7OH q3N Sg Pqn L8w3u ITXbGKWrC Doi7J4zJC?f 13-0-0 19-1-8 23-10.8 30-0-0 35-11-15 43-0-0 4,4-0-0 S-11-15 6-1-8 4-9-0 6-1-8 5-11-15 7-0.1 5x6 = 5.00 F12 5x8 = Scale = 1:75.2 3x8 = " `1 — " 16 " 15 - — " " 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],[6:0-3-0,0-2-4j,[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 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 Rep Stress Incr YES WB 0.41 BCDL 10.0 Code FBC2020/TP12014 Matrix-SH 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(LC 12) Max Grav 2=1871(LC 17), 11=1873(LC 18) DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.40 13-15 >999 240 MT20 244/190 Vert(CT) -0.70 13-15 >728 180 Horz(CT) 0.17 it n/a n/a 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, 8-10=-3661/1936, 10-11=-3905/2048 BOT CHORD 2-1 8=-1 764/3735, 16-18=-1422/3112, 15-16=-1019/2395, 13-15=1434/2951, 11-13=-1776/3539 WEBS 3-18=-351/346, 5-18=-214/750, 5-16=877/557, 6-16=-330/762, 7-15=-326/836, 8-15=-879/558, 8-13=-214/751, 10-13=-351/346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 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 fight 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." A ob 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. S-tra n Velez PE N..68182 iBIek Lee. DBA 4BTek USA FL Cert 6634 16023 Sntugley Ridge Rd. Chesterfield, NIO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. �a Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not MiTe k a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 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.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683323 TTH81-89 T07A HIP 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:07 2023 Page 1 I D:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OH q3N SgPgnL8w3u ITXbGKWrC Doi7J4zJ C?f -�1-0-Q 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 0 6-1-8 5-11-15 7-0-1 5x6 = 5.00 12 5x8 = Scale = 1:75.1 3x8 = -v a Z-I to 15 ZZ 14 is eo Z. 14 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* 14,9-11: 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 Max Horz 2=265(LC 11) Max Uplift 2=-944(LC 12), 11=857(1_C 12) Max Grav 2=1871(LC 17), 11=1819(LC 18) 5x6 WB = 3x8 = 3x4 = 5x6 WB = 33-1-1 3x4 = CSI. DEFL. in floc) I/deft L/d PLATES GRIP TC 0.75 Vert(LL)-0.4012-14 >999 240 MT20 244/190 BC 0.96 Vert(CT) -0.70 12-14 >729 180 WB 0.41 Horz(CT) 0.17 11 n/a n/a Matrix-SH 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 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=8811/560, 8-12=-238/757, 110-12=354/365 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=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 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 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, with BCDL = 10.0psf. 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." Ii 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 iBTek Luc. DBA bBTek USA FL Cerr 6634 16023 S rbigley Ridge Rd. C4eeterficld. 310 63017 Date: September 28,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. Design valid for use only with 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 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 tracing is always required for stability and to prevent collapse with possible personal injury and pproperrtyty damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVT►1I 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.sbcsoomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683324 TTH81-89 T09 Common Supported Gable 16 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:09 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -�1-0-Q 21-6-0 43-0-0 21-0-0 21-6-0 Scale = 1:73.0 5x6 = 5.00 12 13 14 Iq 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 CS]. DEFL. in (loc) I/deft L/d 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 lb or less at joint(s) 2, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26, 24 except 37=-104(LC 12), 43=-104(LC 12), 45=153(LC 12), 33=-104(LC 12), 27=107(LC 12), 25=179(LC 12) Max Grav All reactions 250 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 9-10=-113/307, 10-11=-128/376, 11-12=-152/448, 12-13=-176/512, 13-14=176/512, 14-15=-152/448, 15-16=-128/376, 16-17=104/307 WEBS 3-45=-180/332, 23-25=-186/377 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuk=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 nonconcurent 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 Gt=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. Joaquin Velez PE Na.68182 31ITek lac. DBA \BTek C"SA FL Cert 6634 16023 Sviegley Ridge Rd. Ch-1,, Md. MO 63017 Da tit: September 28,2023 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 MiTek" a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swirlgley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVT►i1 Quality Criteria and OSB-22 available from Truss Plate Institute (www.tpinst.og) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbescomponents.com) 314.434.12001 MiTek-US.com Job Truss Truss Type Qty Ply T31683325 TTH81-89 T10 Common 42 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:10 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f �1-04 7-7-3 14-6-4 21-6-0 28-5-12 35-4-13 43-0-0 44-0-p -0 7-7-3 6-11-1 6-11-12 6-11-12 6-11-1 7-7-3 d 5x6 = 5.00 F12 Scale = 1:72.2 3x8 = ., « .o -- 11 11 .1 — — — 11 3x8 = 8-1 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/TP12014 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 = 3x4 = 4x6 = 25-8-1 34-0-2 , CSI. DEFL. in floc) I/dell L/d 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, 9-112=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; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0to 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. Jeagrdn Velez PE \0.68182 .NBTek [uc. DBA 31iTek USA FL Cen 6634 16023 Saiuglep Ridge Rd. Chesterfield. -MO 63017 Date: September 28,2023 O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. l/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 MiTe k a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SUTPII 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.sbcscomponents.com) 16023 Swingley Ridge Rd. Chesterfield, MO 63017 314.434.1200 / MTek-US.com Job Truss Truss Type City Ply T31683326 TTH81-89 T10A COMMON 19 1 Job Reference (optional) Builders Flrstbource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:11 2023 Page 1 I D: tP uYCeVfQTfYt30C?ZvfnpzlG U H-RfC?P sB7OH g3NSgPgn L8w3u ITXbGKWrC Doi7J4zJ C?f z-O-Q 7-7-3 14-6-4 21-6-0 28-5-12 35-4-13 43-0 0 -0- 7-7-3 6-11-1 6-1 1-12 6-11-12 6-11-1 7-7-3 5x6 = 5.00 F12 Scale = 1:72.2 3x8 = -10 L1 10 '-Tf4 L3 L4 13 1L LJ Lb 11 3x8 = 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = I4 6 8-11-14 17-3-16 25-8-1 34-0-2 43-0-0 8-11-14 8-4-1 8-4-1 8-4-1 8-11-14 Plate Offsets (X,Y)— [2:0-4-2,0-1-8], [4:0-3-0,Edge], [8:0-3-0,Edge], [10:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 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, 9-1 O=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; Vuk=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-0-10, 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 = 10.Opsf. Printed Copies Of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (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 I Snature must be verified g particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. JongNn VO- PE No.68182 3LTek luc. DBA.MiTek USA FL Cert 6634 16023 Svinglep Ridge Rd. Chesterrieid. T40 63017 Date: September 28,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. i �� �9 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 ANSIfrPI1 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.sbcscomponents.com) 314.434.1200 / MiTek-US.wm Job Truss Truss Type City Ply T31683327 TTH81-89 T11 Common 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:12 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?P s B7OHg3N SgPgn L8w3u ITXbGKWrC Doi7J4zJC?f 1 0 Q 7-7-3 14-6-10 21-6-0 28 5 6 35-4-13 43-0-0 45-0-0 7-7-3 6-11-6 6-11 6 6-11, 6-11-6 7-7-3 + 2-0-0 5x6 = 5.00 12 Scale = 1:73.7 1Ij 3x4 = 4x6 = 3x4 = 3x4 = 3x4 = 4x6 = 8-11-14 17-3-15 25-8-1 34-0-2 43-0-0 8-11-14 8-4-1 I 8-4-1 84-1 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,D-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.40 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.68 14-15 >757 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC20201TPI20114 Matrix-SH Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=31 O(LC 10) Max Uplift 2=939(1-C 12), 10=1020(LC 12) Max Grav 2=1885(LC 17), 10=1934(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3932/1997, 3-5=3806/2010, 5-6=2887/1656, 6-7=2886/1647, 7-9=3785/1971, 9-10=-3923/1959 BOT CHORD 2-17=-1668/3792,15-17=-1252/3027,14-15=-827/2225,12-14=-1281/2869, 10-12=-1668/3537 WEBS 6-14=-516/1150, 7-14=-757/569, 7-112=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; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6.0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 45-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed Copies of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) document are not considered 2=939,10=1020. 'This signed and sealed and the 7) manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. ' 3-card. Velez PE N..68I82 \Diek Inc. DBA 381fek USA FL Cert 6634 16023 Swingiep Ridge Rd. Chesterfield. MO 63017 Dale: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 antl ppropperrtyty damagQe. For general quid - regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIV, Quality Cdteda 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 1 MTek-US.com Job Truss Truss Type Qty Ply T31683328 TTH81-89 Vol GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:13 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 5-6-8 11-1-0 5-" 5-6-8 4x4 = Scale = 1:17.8 y =o 0 2x4 2x4 11 2x4 11 2x4 11 2x4 11-1-0 l l-1-0 LOADING (pall) SPACING- 2-0-0 CSI. DEFL. in (loc) 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 FBC2020/TP12014 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 100lb or less atjoint(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; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-6-8, Exterior(2R) 5-6-8 to 8-6-8, Interior(1) 8-6-8 to 10-3-15 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except This item has been Gt=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. JoagnN Velez PE No.69182 NDTek tuc. DHA 4DTek.USA FL CeM 6634 16023 Swiugley Ridge Rd. Ckesterfield, MO 63017 Duc: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. ■ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building 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 propeH damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIT►II Quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12D0 / MiTek-US.com Job Truss Truss Type Qty Ply T31683329 TTH81-89 V02 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MTek Industries, Inc. Wed Sep 27 10:36:14 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OHg3NSgPgnL8w3u ITXbGKWrC Doi7J4zJ C?f 4-0-0 8-0-0 4-0-0 4-0-0 a a 3x4 2x4 II 4x4 = 3x4 Scale = 1:14.6 .g a 7-11-6 0 -10 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 0.20 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 W I 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20201TPI2014 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=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except at=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. JI-quin Velez PE no.68182 MTTek la, DBA VBTek. USA FL Cerr 6634 16023 Swiagley Ridge Rd. Chesterfield. CIO 63017 Date: September 28,2023 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/7/2023 BEFORE USE. Design valid for use only with MTTekO 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 pproppeertrtyy damagg"e. For general gguidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPi1 QualRy For and DSB-22 available from Truss Plate Institute (www.tpinst.org) 'i, and SCSI 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 T31683330 TTH81-89 V03 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:15 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKMCDoi7J4zJC?f 2-0-0 44)-0 , 3x6 = Scale = 1:7.6 5.00 FIT 2 3 1 2x4 _ 2x4 4-0-0 4-0-0 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 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-14(LC 10) Max Uplift 1=-50(LC 12), 3=50(LC 12) Max Grav 1=92(LC 1), 3=92(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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) 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 psi 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. Joagnrn Velez PE N..68182 MiTek rue. DBA 4DTek USA FL Ce" 6634 16023 SRikild- Ridge Rd. Chesterfield, MO 63017 Date; September 28,2023 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE. MiTek" Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrr 1 Quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314A34.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683331 TTH81-89 VO4 GABLE 2 1 Jab Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:16 2023 Page 1 I D:tPUYCeVfQTfYt30C?ZvfnpzlG U H-RfC?P sB7OHg3N Sg P gnL8w3u ITXbGKWrC Doi7J 4zJC?f 2-1-8 4-3-0 2-1-8 2-1-8 v a d 2x4 5.00 F12 3x6 = 2x4 Scale: 1.5"=1' v zo 0 Plate Offsets (X Y)-- [2:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 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/TPI2014 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; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=3Dft; eave=4ft; Cat. ll; 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 chard bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin V.1- PE Ne.68182 3BIek 1uc. DBA \Blek USA FL Celt 6614 16023 Srwiaglry Ridge Rd. Chr,Ir,fl ld, A10 63017 Dare: September 28,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. MiTek* Design valid for use only with MiTeit® 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 budding 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 properly damagg . For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUIP 1 Quality Criteria and SIB-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 MRek-US.com Job Truss Truss Type Qty Ply T31683332 TTH81-89 V05 GABLE 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 4-6-8 v d d 2x4 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:17 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC W 9-1-0 4x4 = 2x4 11 2x4 11 2x4 11 2x4 Scale = 1:16.7 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 0.10 BC 0.08 WB 0.09 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. 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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-6-8, Exterior(2R) 4-6-8 to 7-6-8, Interior(1) 7-6-8 to 8-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=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. Jucgeie Velez PE N..68182 \11Tek Luc. DBA 3BIek U$A FL Cen 6634 16023 Sniogley Ridge Rd. Chesterfield.]t0 63017 Date: September 28,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. I17/2023 BEFORE USE. i Te k� 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 pproppertrtyy damage. For general gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrplt Quality Criteria and DSB-22 available from Truss Plate Institute (www.ipinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.st)cscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31683333 TTH81-89 V06 Valley 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Ca d 2x4 5.0o 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:18 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 5-1-0 3x6 = 2x4 Scale = 1:9.8 xd d 0 0 5-M 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 0.15 Vert(LL) n/a n/a 999 MT20 2441190 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/TPI2014 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; 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) ' 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. Joaquin Velez PE \0.68182 MiTek Luc. DBA 4lliek GSA FL Cert 6634 16023 Sntugley Ridge Rd. ChealerGrid. MO 63017 Darr: September 28,2023 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTeV a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SVT►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 T31683334 TTH81-89 V07 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, d d 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:18 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OHg3NSgPgn L8w3u ITXbGK WrC Doi7J4zJ C?f 14-7-8 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE Scale = 1.23.7 4x4 — OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT t QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 3x4 f- 16 15 14 13 12 11 10 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 7.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.07 BCDL 10.0 Code FBC2020ITP12014 Matrix-SH DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 9 n/a file 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 atjoint(s) 1, 9, 14, 15, 12, 11 except 16=146(LC 12), 10=146(1_C 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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 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 Qt=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. Joaquin Velez PE N..65182 1111ek 1ua. DBA NUI-ek USA FL Cem 6634 16023 Swiugley Ridge Rd. Chesterfield, MO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 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 gropedamagge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SUTr 1 Quathy Criteria and OSB-22 available from Truss Plate Institute (www.tpmst.org) 16023 Swingley Ridge Rd. Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type City Ply T31683335 TTH81-89 V08 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:19 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f t- 5-7-12 11-3-8 5-7-12 5-7-12 4x4 i 2x4 11 4x6 = 4x4 Scale = 1:19.6 11-3-0 1113-8 11-3-0 0- -8 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 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 37 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=11-2-8, 3=11-2-8, 4=11-2-8 Max Horz 1=-84(LC 10) Max Uplift 1=-104(LC 12), 3=104(LC 12), 4=-196(LC 12) Max Grav 1=169(LC 21), 3=169(LC 22), 4=411(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-251/355 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu@=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) This item has been 1=104, 3=104, 4=196. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. JoagNn Velez PE No.63132 ADTek rue DBA NHTek USA FL Cert 6634 16023 Svd gley Ridge Rd. Cheetedield, MO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 117/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTeko a truss system. Before use, the building designer must verify the applicability of design parameters and 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 pproppertrtyy damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/RI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) 16023 Swingley Ridge Rd. 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 T31683336 TTH81-89 V09 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 3-11-12 3x4 i 2x4 II 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:20 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 7-11-8 4x4 = 3x4 Scale = 1:14.7 .9 6 7-11-0 7-jj-8 7-11-0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W I 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 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(LC 12), 4=-131(LC 12) Max Grav 1=113(LC 21), 3=113(LC 22), 4=275(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-167/293 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=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 S 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) 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 Velez PE \0.68182 NETek Inc. DBA 4BTek USA FL Cert 6634 16023 Sningley Ridge Rd. Chesterfield. MO 63017 Date: September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. MiTek' Design valid for use only with 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 property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII 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 T31683337 11-1-181-89 V10 Valley 1 1 Job Reference (optional) builders FirstSource ( I ampa, FL), I amps, FL - 33564, 5.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:21 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-3-12 4-7-8 2-3-12 2-3-12 3x6 = 2 2x4 2x4 1 Scale = 1:8.6 0 xo 6 ox 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 floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc puriins. 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 Holz 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; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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. Joegrda Velez PE No.68I82 \BTek Inc. DBA 3BTek USA FL Cen 6614 16023 Sviuld.y Ridge Rd. Chesterfield. 310 63017 Date: September 28,2023 a WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE. i �� �� Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and pproppeerrtlyy damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTA 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.sbcsoomponents.com) 314.434.1200 1 MiTek-US.com Job Truss Truss Type Qty Ply T31683338 TTH81-89 V11 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 3x4 2x4 II 8.630 s Aug 30 2023 MiTek Industries, Inc. Wed Sep 27 10:36:22 2023 Page 1 I D: tP uYCeVfQTfYt3OC?Zvfn pziG U H-RfC?P sB7OHg3NSgPgnL8w3u ITXbGKWrC Doi7J 4zJC'?f 7-8-0 4x4 = 3x4 Scale = 1:14.2 .9 d 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 0.18 BC 0.15 WB 0.09 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-8-0, 3=7-8-0, 4=7-8-0 Max Horz 1=35(LC 10) Max Uplift 1=-60(LC 12), 3=-60(LC 12), 4=-1271LC 12) Max Grav 1=102(LC 21), 3=102(LC 22), 4=258(LC 1) FORCES. (Ib) - 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; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=451t; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) 4=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 :tio.68182 MiTek luc. DBA NUT& USA FL Cert 6634 16023 Srriugley Ridge Rd. Chesterfield. N10 63017 Date; September 28,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not i �� �� 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 property damage. For general gguidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria and OSB-22 available from Truss Plate Institute (www.tpinst.org) 16023 Swingley Ridge Rd. Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponenls.com) 314,434.1200 / MiTek-US.com Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1f2 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-;16!r For 4 x 2 orientation, locate plates 0- 1114' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number/letter where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-22: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 Joint ID TOP CHORDS typ C1-2 C2-3 o WEBS C 4 IL tL O C7-8 C6-7 C5-6 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 MOITeko MiTek Engineering Reference Sheet: Mll-7473 rev. 1/2/2023 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSlfrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21. The design does not take into account any dynamic or other loads other than those expressly stated. {Sdse CaseW,r � Double 16" BCI® 4500s-1.8 PASSED 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: 1 st Floor\Floor Joists\FJ 1(i 1553) 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 B 1, 2-3/8" 854 / 0 213 / 0 B2, 2-3/8" 1122 / 0 280 / 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 41 10 n\a View Fill) 2 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-10-10 Top 39 10 n\a View Fill) 3 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 16-00-06 19-05-12 Top 41 10 n\a View Fill) 4 FJ2(i1526) Conc. Pt. (Ibs) L 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% n\a 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 80" caseacw = Double 16" BCI® 4500s-1.8 PASSED ENGNEEUEO WOOQ �'ROOUG*� 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: Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) 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 BOARD TM, BCI® , BOISE GLULAMTm, BC FloorValue®, VERSA -LAM®, VERSA -RIM PLUS®, Page 2 of 9 ®So"Ca = Double 16" BCI® 45OOs-1.8 PASSED c,recueo wmn v"ooucls 1st FloorTloor JoistslFJ2(11526) (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\FJ2(i1526) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 UV 04-04-0s Total Horizontal Product Length = 04-04-08 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" I -joist. Page 3 of 9 ts'% Boiw CascW= Double 16" BCI® 4500s-1.8 PASSED ENGiNEEPEO W� VP06UriS 1 st Floor\Floor 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: 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 BOARDTm, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAW, VERSA -RIM PLUS®, Page 4 of 9 eoiw Case" Single 16" BCI® 6000s-1.8 PASSED W Er1GnHEEHEUWMOtntC4Urr5 1 st FloorTloor 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: 1st 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 B1, 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 L/587 (0.393") 40.9% n\a 1 09-08-10 Live Load Deflection L/734 (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, ALLJOIST®, BC RIM BOARDTM, BCI® , BOISE GLULAM rm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 5 of 9 �Bo"Cascada Single 16" BCI® 6000s-1.8 PASSED ��// ENGkEEkEPW!�00PitOWr.15 1 st Flooffloor JoistslFJ4(il527) (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 1 2 11-04-02 08-01-10 61 B2 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 1189lbs 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 U999 (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 2-5116" 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 eased = Single 16" BCI® 6000s-1.8 [PASSED HGiNCERED WOOD PRODUCTS 1st Flooffloor JoistsTA(il527) (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 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 7 of 9 tsN Boiw CascacW= Single 16" BCI® 6000s-1.8 [PASSED Etk',HEERED Wtl00 PRODUCTS 1st Floor\Floor JoistslFJ5(11539) (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\FJ5(i1539) City, State, Zip: Specifier: Customer: 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 131, 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" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 3068 ft-Ibs 55.8% 100% 1 07-11-04 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 B1 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. 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' ALLJOISTO , BC RIM BOARDTM', BCI® , BOISE GLULAM-, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 8 of 9 130imC Single 16" BCI® 6000s-1.8 CPASSED N 1st FloorTloor JoistslFJ6(11555) (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: 131 03-08-14 Total Horizontal Product Length = 03-08-14 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live 131,3-1/2" 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. Disclosure Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. ofthese Use of the Boise Cascade Software is subject to the terms of the End User Design meets arbitrary (0.75") Maximum live load deflection criteria. License Agreement (EULA). Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Completeness and accuracy of input Design based on Dry Service Condition. must be reviewed and verified by a BC CALC®analysis is based on IBC 2015. qualified engineer or other appropriate expert to assure its adequacy, prior to Calculations assume member is fully braced. 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®, AJST"', ALLJOIST®, BC RIM BOARDTm, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 9 of 9 Products BEARING HEIGHT 5GHEDULE 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-1.8 1 9 MFD FJ7 4-00-00 16" BCI 6000s-1.8 1 9 MFD Rm 1 12-00-00 1-1 /8" x 16- BC RIM BOARD OSB 1 92 FF Bk 1 2-00-00 16" BCI 6000s-1.8 1 90 FF Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTE5: I.) REFER TO HID 91 (RECOMMENDATIONS FOR HANDLING INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGNEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY 179-w-w DECKED OR REFER TO DETAIL Y105 FOR ALTERNATE DRACING REQUIREMENTS. 5-0-0 10-0-0 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY ne 2- ee FRAMED DY BUILDER. cl — �, — _ — _ — — — — — — H m, 4.) ALL TRU55E5 ARE DESIGNED FOR 2' o.c. MAXIMUM SPACING, _ UNLE55 OTHERWISE NOTED. s� Ian "` 5.) ALL WALLS SHOWN ON PLACEMENT _ PLAN ARE CONSIDERED TO DE LOAD BEARING, UNLE55 OTHERWI5E NOTED. _ 6.) 5Y42 TRUSSES MUST DE INSTALLED ` - - WITH THE TOP DEING UP. 7.) ALL ROOF TRU55 HANGER5 TO BE 51MF50N - - HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGERS TO BE 51MP50N - THA422 UNLE55 OTHERWISE NOTED. i$ 8,) DEAM/HEADER/LINTEL (HDR) TO DE FURNISHEDBY BUILDER. r � SHOP DRAWING APPROVAL TH15 LAYOUT 15 THE 50LE SOURCE FOR FABRICATION OF g TRUSSES AND VOIDS ALL PREVIOU5 ARCHITECTURAL OR OTHER — TRU55 LAYOUTS. REVIEW AND APPROVAL OF THIS LAYOUT MUST - — DE RECEIVED DEFORE ANY TRUSSES WILL DE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RE51,lT ul IN EXTRA GHAR6E5 TO YOU. [3R - [ 3s Y at Rquast<d Dal vat D a u06 cl s„ ,,. u 1".. ' '' ;.u. �.- ', 6 m n Mlrorad br: Data: ` 19-00-B0 �� 19-BB-0B 19-06-00 19-B0-ae -- — 19-08-00 - 19-0990 - 19-BFf-00 u , Builders u 19-00-00 9-00 . FirstSource Orlando PHONE: 407-851-2100 FAX: 407-851-7111 Plant City PHONE: 813-759-51151 FAX: 813-752-1532 Starlight Homes TH 9Unit A Lot 81-89 Bldg 12 9-27-23 1 Rick Products BEARING HEIGHT 56HEPULE PlotID Length Product Plies Net Oty Fab Typ 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 FA 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-1.8 1 9 MFD FJ7 4-00-00 16" BCI 6000s-1.8 1 9 MFD Rm 1 12-00-00 1-1 /8" x 16" BC RIM BOARD OSB 1 92 FF Bk 1 2-00-00 16" BCI 6000s-1.8 1 90 FF Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTE5: I.) REFER TO HID 91 (RECOMMENDATIONS FOR HANOLIN6 INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWIN65 FOR PERMANENT BRACING REQUIRED. 2.) ALL TRUSSES (INCLUDING TRUSSES UNDER VALLEY FRAMING) MUST BE COMPLETELY 1?9-ee-ee 19-e0-ee 19-00-00 DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENTS. 5-0-0 10-0-0 0-10- 23-9-4 I 19-ea-ee 19-ee-ee 19-0e-00 19-00-00 I9_w-w — 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY z- wJ Iee es ee--- z- e0 FRAMED BY BUILDER. C1 — — — �' Ry 4 i Xl-- 4.) ALL 1RU55E5 ARE DESIGNED FOR 2' O.c. MAXIMUM SPACING UNI-E55 OTHERWI5E NOTED, C3fi % _. "' 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED 10 BE LOAD DEARING, UN E55 OTHERWISE NOTED. 6.) 5Y42 TRUSSES MUST BE INSTALLED ' - WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGER5 TO BE 51MF50N - — HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HAN6ER5 TO BE 51MP50N THA422 UNLE55 OTHERWISE NOTED. Ems' E.�'�. 6.) BEAM/HEADERILINTEL (HDR) TO BE ffi FURNISHED DY BUILDER. SHOP DRAWING APPROVAL THI5 LAYOUT 15 THE 5aE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. VERIFY ALL CONDITION5 TO INSURE AGAIN51 CHANGES THAT WILL RESULT - - IN EXTRA GHAR6E5 TO YOU. [ can Rgws[ad N-y Daea .; ume c1 ; r V. , Nlrwed by Dace: 19-0&ee 19-09-00 19-BB-De 19-00-00 19-00-00 19-00-00 19-ffi 0 19-00-ee , Builders 19-00-00 1i9-00-00 . FirstSource Orlando PHONE: 407-851-2100 FAX: 407-851-7111 Plant Gity PHONE: 813-759-5451 FAX: 813-752-1532 Starlight Homes Tyson TH 9Unit A LEML ADDRE55: IREYI510N: Lot 81-89 Bldg 12 5CALE: NTH 9-27-23 1 Rick DESCRIPTION: LOT(S)81-89 TYSON TOWNHOMES, ACCORDING TO SITE PLAN THE PLAT THEREOF, RECORDED IN PLAT BOOK 91, PAGE(S)130-135, OF THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. (NOT A SURVEY) LOT = 16890 SO. FT. LIVING AREA = 5469 SQ, FT. This SITE PLAN Prepared for and Certified To: ENTRY = 281 SO. FT. Starlight Homes GARAGE = 1991 SO. FT. COVERED LANAI = NA SO. FT. PATIO = 360 SQ. FT. POOL AREA = NA SQ. FT. CONIC. DRIVE = 1207 SO. FT. A/C & CONIC PAD = 81 SO. FT. SIDEWALK = 1397 SO. FT. PCP (P) DAERR RIDGE STREET SIDE YARD SWALE = NA SQ. FT. TRAcr-A- CONSERVATION AREA = NA SO. FT. (HOA) RIGHT-OF-WAY LOT OCCUPIED = 64 % 2.0' 19.0' AREA TO IRRIGATE = 36 % ,S 89°R3'08" E (P) 68.82' (P) �,•: PCP (P) 5.0' , 7.8 ' a3° •.. 19. PROPOSED PCP (P) T 81 RESIDENCE 31 c PULSAR �'+ ELEV NR U 'w• * I 20.0' m w GARAGE -LEFT JED 19.8' a ° N 89'43'08"W IPIs 8479'IPI ,'d EX 90.47'+ •• w 1q.. w•..•fl".. w.4 PROPOSED RESIDENCE y 3 w Z w .! 82 PULSAR _ o fF-- ELEV U? ao 0 V oN rvl c p !'! M _I N ! m w GARAGE -LEFT 0 0 EX2237_ N 89-43'08- W IPIs 84.77IPI o' � ZI PROPOSED RESIDENCE 83 Im PULSAR - g .* "m m ELEV KR U d >t - N ' 'T 2 0' w GARAGE -LEFT zoa' aso EX 90.2T+ � N 89'43'08' W JP) 84.75' IPI (� U i . WV, f W ! PROPOSED IC f Q N •'.o .' • -. i 84 RESIDENCE PULSAR - '0O o0 w P-C UELEVJ P o Q Oh .+ GARAGE-RIGHTg ao _19_7 w . O m o N?89'43'08' W IPI 84.73' IPI u EX 90.1 b' + I� w _ It '• m �'' tt-- PROPOSED a � W - IQ a• ,w.. •. w 85 RESIDENCE PULSAR m N GARAGE -RIGHT a N .!w ° ° ao _ AA. IY, N 89'4308' W 1PIs84.71' IPI Q EX 90.13' PROPOSED g� RESIDENCE 3 > 86 PULSAR ?• .y a'• ELEVAR o e S.0' b T1 m, w GARAGE -LEFT O o . o �o _ Q_-____-� _ _ N 89-4308- W IPIs 8469' IPI EX 90. 1 I 0 W ' � V 1 m PROPOSED a' d - F RESIDENCE =WATER * c 10' UTILITY & SIDEWALK I ! �. !• •A 87 PULSAR - .a o °- F=- METERS EASEMENT . I: = ELEV B _-�- o o co LL 1 ' : GARAGE -RIGHT 84.67' I I o N 89-4308 W(P)5Z p EX 90.10' C PROPOSED 4 a A - 88 RESIDENCE o LEGEND: � m o PULSAR o 0 ELEV o pp GARAGE -LEFT _�+•= PROPOSED DRAINAGE FLOWmN89'4308'WIPIs84.65'IPI ° �w Ex9o.o7' (00.00) = PROPOSED GRADE o. PROPOSED a w ."+ RESIDENCE Z ULSAR O PELEV E 00.00 =EXISTING GRADE 0 o� p GARAGE -RIGHT •a o 21.6' m I I • I O L •' + .bi N O 89'4 '08" W IPI84.6 - IPIEX 90.0I' + I9. I 1 • � is ' 1 90 1 I .• 1 ALL ELEVATIONS REFERENCED 1. 1 TO NORTH AMERICAN VERTICAL DATUM OF 1988 NOTES: (NAVD 88) LOT GRADING TYPE =N/A PROPOSED: PROPOSED PAD ELEVATION = 93.00 MINIMUM FLOOR ELEVATIONS: LIVING AREA:93.67' FRONT SET BACK = 20' GARAGE AREA: SIDE SET BACK = 10' ELEVATIONS REFERENCED TO REAR SETBACK= 15' NORTH AMERICAN VERTICAL DATUM OF 1988 SEC. 2, TWP. 26 S, RNG 21 E. PASCO COUNTY, FLORIDA (TYSON TOWNHOMES) Scale: 1 " = 30' I I 1 I 1 1 I I I � I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I 1 I � I V Z I F � I c ¢UJ W w c U I CI 0- U U' 1 NI oQaa I I un �I 1 C C I bc0 I I I I I I I I I O I I I 1 I 1 I I I I 1 1 I I I 1 I I I I I I 1 1 I I I I I ) I I I I PROPOSED ELEVATIONS AND GRADING SHOWN HEREON ARE TAKEN FORM THE ENGINEERING PLANS OF "CLINTON CORNER SUBDIVISION", PREPARED BY BEACON CIVIL ENGINEERING PROVIDED APPARENT FLOOD HAZARD ZONE: "X" COMMUNITY NO. 120235 SURVEY ABBREVATiONS (MAP NUMBER 12 10 1 C-0456-F) EFFECTIVE DATE: 09/26/2014 BY CLIENT A) =ARC LENGTH ID) = DEED INV = INVERT PC = POINT OF CURVE (R) = RECORD LEGEND INYL FENC A/C = AIR CONDITIONER D.E= DRAINAGE EASEMENT LB =LICENSED BUISNESS PCC = POINT OF COMPOUND CURVE RNG = RANGE g; ;';r, CONIC rEI ^ AF =ALUMINUM FENCE EL OR ELEV = ELEVATION L.E = LANDSCAPE EASEMENT PCP - PERMANENT CONTROL POINT RRS = RAIL ROAD SPIKE- BFE = BASE FLOOD ELEVATION EOP = EDGE OF PAVEMENT LFE = LOWEST FLOOR ELEVATION P/E = POOL EQUIPMENT R/W = RIGHT OF WAY 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 E = CENTERLINE MONUMENT NCF = NO CORNER FOUND R. = PROPERTY LINE SIR = SET 112" IRON ROD LB# 8183 CLF = CHAIN LINK FENCE PIPE FIP = FOUND IRON PIPE O/A = OVERALL FOB = POINT OF BEGINNING TBM = TEMPORARY BENCH MARK BRICK CMP = CORRUGATED METAL FIR = FOUND IRON ROD OHW = OVERHEAD WIRE(S) POC = POINT OF COMMENCTMENT TOB = TOP OF BANK COL = COLUMN FN&D = FOUND NAIL & DISK O.R. = OFFICIAL RECORDS POL = POINT ON LINE TWP = TOWNSHIP ALUMINUM FENCE CONC = CONCRETE FOP =FOUND OPEN PIPE (P) = PLAT PRC = POINT OF REVERSE CURVE UE - UTILITY EASEMENT ®= COVERED C/S = CONCRETE SLAB FPP =FOUND PINCHED PIPE PB =PLAT BOOK PRM = PERMANENT REFERENCE MONUMENT VF = VINYL FENCE CST = CLEAR SIGHT TRIANGLE JOB # SURVEYOR'S NOTES: SURVEYOR'S CERTIFICATE 1708 Water Oak Drive PS,EE e 1.) Current title information on the subject property had not been This certifies that the hereon described Tarpon Springs, Florida _� N Date of Plan: I 0 03 23 ��zi@�4t TWP I N TWP i N furnished to Initial Point Land Surveying, LLC. at the time of this propertly�w�.1�'I�de L.ur e %%pp rvision and Phone: (727)-831-g1990 RC I W R� LE. SITE PLAN meets t �,� Ic1e'S$ Practice for FloridaPLS7123@ maiLcomP, S WP, S. prepared surve and of Land LB# 8183 0 RG i W RGJ E H-SITE i -89 N 2. This sketch was re ared without the benefit of a title search. yy�s, t� ¢a No instruments of record reflecting ownership, easements or S lye 1d�i te{tl hr h. o oe S File: rights -of -way were furnished to the undersigned, unless otherwise cL 1 , ,�(gr(�i1-1i�7 �stlagned Drawn by: CWC shown hereon. A' tt o i n 472 0[� F W_*Hartle y 3.) Roads, walks, and other similar items shown hereon were taken Staltlesp Checked by:JH from engineering plans and are subject to survey. -` I Da t 23.1 0.0 4.) This SITE PLAN does not reflect nor determine ownership. OF REVISIONS 5.) This SITE PLAN is subject to matters shown on the Plat of QYIDA13- -04'00' 'TYSON TOWNHOMES" 6.) Dimensions shown hereon are in feet and decimal portions Jeff ID �� I OR Q FLORRIDA ry��E�af�A�Jli��l'OR AND thereof. MAPPER N .1f-5M1 �I�►,I�1`63 7.) Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, NOT VALID WITHOUT THE ORIGINAL and immediately advise Initial Point Land Surveying, LLC. of any SIGNATURE AND SEAL OF A FLORIDA deviation from information shown hereon. Failure to do so will be LICENSED SURVEYOR AND MAPPER Initial Point Land Surveying, LLC. at user's sole risk. DESCRIPTION: LOT(S)81-89 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 = 16890 SO. FT. LIVING AREA = 5469 SO. FT, This SITE PLAN Prepared for and Certified To: ENTRY = 281 SO. FT. Starlight Homes GARAGE = 1991 SO. FT. COVERED LANAI = NA SO. FT. PATIO = 360 SO. FT. POOL AREA = NA SO. FT. CONIC. DRIVE = 1207 SO. FT. A/C & CONC PAD = 81 SO. FT. SIDEWALK = 1397 SO. FT. PCP(P) DA- RIDGE STREET SIDE YARD SWALE = NA SO. FT. TRACT "A - CONSERVATION AREA = NA $Q. FT. �' (HOA)RIGHT-0E-WAY 1 I LOT OCCUPIED = 64 % /� 20 19.0 1 I AREA TO IRRIGATE = 36 % •'. .,,•.� .5, 8.9°43'08" E IP) 68.82' (P) �••: ' PCP (PI 1 I o. _ - I Scale: 1 " = 30' 5.0' 19. •' y^. 1', .Q = P a3o PROPOSED � o oo I I 1 I PCP (P) '�]. 81 RESIDENCE o 1 " CcbPULSAR 1 v ELEV NR U a '.•' I 1 1 GARAGE -LEFT 19.8' I 20.0' - a o N 89-43'08- W IPI584.79IPI ,'� EX 90.47' + ,.• I ' '.,. •I" ...o n PROPOSED.r= - '' ••.m ^' 4 I O w z Z. +�- • . 'a. ' •. '� RESIDENCE - 82 PULSAR _ 3 ELEV LR 90 U o O 0 I I 1 1 NI .. •.ry p � rh m. w GARAGE -LEFT �� I ) O m ZIW I . _o ao N89-43'08-WIPI584.77'IPI -f I 1 O I'_^ o. wj •.._ : b< N PROPOSED- F m - > 83 RESIDENCE _ PULSAR p ,r, m ELEV KR U a' o f 1 'r 2 0' GARAGE -LEFT a o _ _EX 90_27'+ '•. L' N 89'4T08-W IPI584. 75'IPI U I } W Q W IC . * PROPOSED j I F QIN •.o .. ¢� :,S RESIDENCES _ 84 PULSAR - `O oo •.• I I- U = W vi .1 '.• I�� .�; ELEVJ •' GARAGE -RIGHT _Q *% N I I om aou =I� I N�89-4308-WIP1584./3' IPI EX 90.16'+ Ix y PROPOSED W 85 RESIDENCE a a l .. • , a a ;R . ,r . ..' PULSAR - ELEVM GARAGE -RIGHT /> _'I' o d I I A-- N 5 a o a.° __ - 0.0' • N 89.43'OW W IPI84.71' IPI p EX 90.13' 1I I I :O n PROPOSED °' '" •�+ RESIDENCE-- 86 PULSAR o W I 1 • r ELEV AR GARAGE U o � 5.0 W I W I Lu p I M o w -LEFT ,4 a Q oII-- • y F• Q l9 1 al7Q I 1 G_�----� s ° �--- - ot-u N Q a I N I N 89.4308- W (P) IM 69' IPI o U EX 90.1el; I I �• PROPOSED RESIDENCE - a w= C Lam. I =WATER * c 10' UTILITY &SIDEWALK I ! j. 87 PULSAR -]6. o = O Lv Q METERS EASEMENT . ' . ! I: �•p "_ ELEVB d b O I I ' : GARAGE -RIGHT o O I N 89.43O8- W IP1584.67' IPI ,j EX 90.10' Z C ) �O ' PROPOSED n Z � �' ! 1 1 . a 88 RESIDENCE o LEGEND: I g I .m o PULSAR O - '+� ELEV MR o o pp _1-►= PROPOSED DRAINAGE FLOW p - GARAGE -LEFT �19.6' zo �o.0 N89'43'08-WIPI58465'IPI Ex9o.o7 W ' (00.00) = PROPOSED GRADE I ° N ° m' PROPOSED Z RESIDENCE F- w .'_A, E 00.00 =EXISTING GRADE 1 : $. ��.. o C' w PULSAR 8q ELEVO o oQ o 1 I I I p' • GAPAGE -RIGHT 430 c 21.6' O I I . I * I v � iO ry O ' 8" EX 90.01' I I I 1 F►- . 19 ' + .08' 89°4 4.62' P 1 4' I .• ' 90 I I I I ALL ELEVATIONS REFERENCED ) 1 TO NORTH AMERICAN I VERTICAL DATUM OF 1988 NOTES: I 1 (NAVD 88) LOT GRADING TYPE =N/A PROPOSED: MINIMUM FLOOR ELEVATIONS: PROPOSED PAD ELEVATION = 93.00' LIVING AREA:93.67' FRONT SET BACK = 20' GARAGE AREA: SIDE SET BACK = 10' PROPOSED ELEVATIONS AND GRADING ELEVATIONS REFERENCED TO REAR SETBACK = 15' SHOWN HEREON ARE TAKEN FORM THE NORTH AMERICAN VERTICAL ENGINEERING PLANS OF DATUM OF 1988 "CLINTON CORNER SUBDIVISION", PREPARED APPARENT FLOOD HAZARD ZONE: X' COMMUNITY NO. 120235 BY BEACON CIVIL ENGINEERING PROVIDED SURVEY ABBREVATIONS (MAP NUMBER 12 10 1 C-0456-F) EFFECTIVE DATE: 09/26/2014 1 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 '.', r� - CONC AF = ALUMINUM FENCE EL OR ELEV = ELEVATION L.E = LANDSCAPE EASEMENT PCP = PERMANENT CONTROL POINT RRS = RAIL ROAD SPIKE ' .�:� BEE = BASE FLOOD ELEVATION EOP = EDGE OF PAVEMENT LEE = 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 4. = CENTERUNE FCM = FOUND CONCRETE MES = MITERED END SECTION PK =PARKER KALON LB#8183 CHAIN LINK FENCE MONUMENT NCF = NO CORNER FOUND It= PROPERTY LINE SIR = SET 1/2" IRON ROD LB# 8183 CUE = CHAIN LINK FENCE METAL PIP FIP = FOUND IRON PIPE O/A = OVERALL POB = POINT OF BEGINNING TBM = TEMPORARY BENCH MARK = BRICK X x CMP = CORRUGATED FIR = FOUND IRON ROD OHW = OVERHEAD WIREIS) POC = POINT OF COMMENCTMENT TOB = TOP OF BANK COL = COLUMN CONC = CONCRETE FN&D = FOUND NAIL & DISK O.R. = OFFICIAL RECORDS POL = POINT ON LINE TWP = TOWNSHIP ALUMINUM FENCE C/S = CONCRETE SLAB FOP = FOUND OPEN PIPE (P) = PLAT PRC = POINT OF REVERSE CURVE U.E = UTILITY EASEMENT COVERED \\ CST =CLEAR SIGHT TRIANGLE FPP = FOUND PINCHED PIPE PB = PLAT BOOK PRIM = 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,�l�i4� the hereon described Tarpon Springs, Florida sP e s Date of Plan:10-03-Z3 furnished to Initial Point Land Surveying,LLC. at the time of this SITE PLAN property wt.1?I�dee�ii�yfjrpervision and meets tl�� Ic 1 dd bj Practice for RG IN Phone: (727) 831 1990 RG LW FloridaPLS71 Z3@gmaiLcomLSE WPJE RG LE,z DWG:L 1 9 T Y N 2.) This sketch was prepared without the benefit of a title search. surveyya� t�i yrj� Sla 14ard of Land LB# 8183 Zo RG I w RG I E ° H SITE No instruments of record reflecting ownership, easements or rights of way were furnished to the undersigned, unless otherwise S�Irve� 1�1 t�{t hr h. 5L I�P(d 41i idslg ned �"O' S File: Drawn by: CWC shown hereon. i"yul Ito 1 n 472 0 F to 3.) Roads, walks, and other similar items shown hereon were taken Stat0esp ' "� Checked by:JH from engineering plans and are subject to survey. Dat . 9023.10.0 REVISIONS 4.) This SITE PLAN does not reflect nor determine ownership. IS; 5.) This SITE PLAN is subject to matters shown on the Plat of t IDA13'-04'00' 'TYSON TOWNHOMES" feet decimal Jeff M.'kj�1 , fete 6.) Dimensions shown hereon are in and portions FLORIDA ryfFFIJfi��'OR AND Q thereof MAPPER N �115{���,�1P01�83 Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, NOT VALID WITHOUT THE ORIGINAL and immediately advise Initial Point Land Surveying, LLC. of any SIGNATURE AND SEAL OF A FLORIDA deviation from information shown hereon. Failure to do so will be LICENSED SURVEYOR AND MAPPER Initial Point Land Surveying, LLC. at user's sole risk. DESCRIPTION: LOT(S)81-89 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. (NOTA SURVEY) (TYSON TOWNHOMES) LOT = 16890 SQ. F LIVING AREA = 5469 SO. F ENTRY = 281 SO.F GARAGE = 1991 SQ. F COVERED LANAI = NA SQ. F PATIO = 360 SO.F POOL AREA = NA SQ. F CONC. DRIVE = 1207 SO. F A/C & CONIC PAD = 81 SQ. F SIDEWALK = 1397 SQ. F SIDE YARD SWALE = NA SQ. CONSERVATION AREA = NA SQ. LOT OCCUPIED = 64 % AREA TO IRRIGATE = 36 % g) =WATER *= 10UTILITY & SIDEWALK METERS EASEMENT LEGEND: PROPOSED DRAINAGE FLOW (00.00) = PROPOSED GRADE E-00.00 = EXISTING GRADE ALL ELEVATIONS REFERENCED TO NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) PROPOSED: MINIMUM FLOOR ELEVATIONS: LIVING AREA:93.67' GARAGE AREA: ELEVATIONS REFERENCED TO NORTH AMERICAN VERTICAL DATUM OF 1988 This SITE PLAN Prepared for and Certified To: Starlight Homes PCP (P) FT. FT. ��"--- ' 5.0' o 19. '•'a. i'. •.• 90,r PCP (P) .: w • .i�. - z v i * i •T3 7 m� 20.0' N 89'43'C a I FF-- W u / C • Z o NI QC 0 u N 1 M olO N89'43' • o " v •.'j . Zl_i N o N m37 rr> � m Z I I i •....-nI � w * 2 0 NN 89'43' 3LLILLI 1L" * I LL 19 ,- K �iC •,�• N- ---__ Q I� I N 89'43C = W i w'a is ,w,. 89'43C ./w1 �i�•� r,P I O I M m w 0 4_ _____ 1 3 N 89'43'C 1 1 mr • Z A.•c - N_ N .� N89'43L �O r I •1 • P _ T a � w m. o i N 69'43'0 o' I I 1�- 19. + 'i 89°43'OE 1 I� I • 1 I 1 I L 19 NOTES: DAERR RIDGE STREET TRACT'A"_ - (HOA( RIGHT-OF-WAY 2D 19.0' E (P) 68.Iil (P) - ;�.• PCP (Pi IT& :w 430 PROPOSED o 81 RESIDENCE o PULSAR m ELEV NR U GARAGE -LEFT a' • 0 19.8' IPI584.79'IP) EX 90.4T+ PROPOSED RESIDENCE 08-W1PI584.77'(PI O8'WIP184.75' iL 82 PULSAR 0 ELEV LR _ 0 GARAGE -LEFT U o 0 � PROPOSED :C a RESIDENCE 83 RESIDENCE - PULSAR ELEV KR GARAGE -LEFT U o >t 51. - EX 90_27- + IPI i PROPOSED 84 RESIDENCE PULSAR ELEVJ GARAGE -RIGHT F o PROPOSED 85 RESIDENCE PULSAR ELEV M _ GARAGE -RIGHT W IPI584,71'IPI PROPOSED RESIDENCE 86 PULSAR ELEV AR GARAGE -LEFT LOT GRADING TYPE =N/A PROPOSED PAD ELEVATION = 93.00' FRONT SET BACK = 20' SIDE SET BACK = 10' REAR SETBACK = 15' PROPOSED 87 RESIDENCE - PULSAR - ELEV 9 es 0 GARAGE -RIGHT PROPOSED 88 RESIDENCE PULSAR ELEV MR as _GARAGE -LEFT PROPOSED RESIDENCE PULSAR q ELEVO BGARAGE-RIGHT 90 2 UEX 90.16' + I j I � I I I I 60.0' I I I I I 0 0 1 o w 7 EX 90.13' NZ^ I a F � Q � 1 $ a 3.0' W I U a w 1 U o �_- pw •• W C Q J l7 NI Q d I = d V: EX 90. E S C 0 j d 00 I _ O Z Q 1 1 j EX 90. 10' o O I I u 7 1_9.6' m W F-LU :a' 1 I oU EX 90.07' � I 1 1 I o 21.6' m I I I I I I I I I I I I I I I 1 1 I EX 90.01' + I I I APPARENT FLOOD HAZARD ZONE: 'X" COMMUNITY NO. 120235 SURVEY ABBREVATIONS (MAP NUMBER 12 10 1 C-0456-F) EFFECTIVE DATE: 09/26/2014 A) =ARC LENGTH (D) = DEED INV = INVERT PC = POINT OF CURVE (R) = RECORD A IC = AIR CONDITIONER D.E= DRAINAGE EASEMENT LB =LICENSED BUISNESS PCC = POINT OF COMPOUND CURVE RNG = RANGE AF = ALUMINUM FENCE EL OR ELEV = ELEVATION L.E = LANDSCAPE EASEMENT PCP = PERMANENT CONTROL POINT RRS = RAIL ROAD SPIKE BFE = BASE FLOOD ELEVATION EOP = EDGE OF PAVEMENT LFE = LOWEST FLOOR ELEVATION P/E = POOL EQUIPMENT R/W = RIGHT OF WAY BM = BENCH MARK ESM'T = EASEMENT LS = LICENSED SURVEYOR PG = PAGE SEC = SECTION 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 4. = CENTERUNE MONUMENT NCF = NO CORNER FOUND R = PROPERTY LINE SIR = SET 112" IRON ROD LB# 8183 CLF = CHAIN LINK FENCE METAL PIP FIP = FOUND IRON PIPE O/A = OVERALL POE = POINT OF BEGINNING TBM = TEMPORARY BENCH MARK CMP = CORRUGATED FIR = FOUND IRON ROD OH W = OVERHEAD WIRE(S) POC = POINT OF COMMENCTMENT TOB = TOP OF BANK COL = COLUMN FN&D = FOUND NAIL & DISK O.R. = OFFICIAL RECORDS POL = POINT ON LINE TWP = TOWNSHIP CONC = CONCRETE FOP =FOUND OPEN PIPE (P) = PLAT PRC = POINT OF REVERSE CURVE U.E =UTILITY EASEMENT C/S = CONCRETE SLAB FPP = FOUND PINCHED PIPE PB = PLAT BOOK PRM = PERMANENT REFERENCE MONUMENT VF =VINYL FENCE CST =CLEAR SIGHT TRIANGLE _ DB # SURVEYOR'S NOTES: SURVEYOR'S CERTIFICATE Date of Plan:10-03-23 1.) Current title information on the subject property had not been furnished to Initial Point Land Surveying,LLC. at the time of this SITE PLAN This certifies tha the hereon described �e L of propertfy�w�.1?I�cje LIr) e _%pp rvision and Practice for W :L 1 9 T Y 2.) This sketch was prepared without the benefit of a title search. meets t �?L 1c 1e surveys t� yfa kard of Land H-SITE No instruments of record reflecting ownership, easements or rights -of -way were furnished to the undersigned, unless otherwise shown hereon. 3.) Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 4.) This SITE PLAN does not reflect nor determine ownership. S�Irve3 1�1 te,� hr h ° I p(a t-,i � Slg ned t o i n 472 0FyF W—*Hartle StaMem Da t Q23.10.0 I (� OF VtIDA1 3' File: Drawn by: CWC Checked by:JH REVISIONS 5.) This SITE PLAN is subject to matters shown on the Plat of -04'00 "TYSON TOWNHOMES" 6.) Dimensions hereon are in feet and decimal - Jeff M.%'I%, 11 0� Q?te shown portions FLORIDA FjIj F UR�,Z AND thereof MAPPER N �L5 jj��M�,l�if101�83 Contractor and owner are to verify all setbacks, building NOT VALID WITHOUT THE ORIGINAL dimensions, and layout shown hereon prior to any construction, 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 at user's sole risk. 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 LEGEND VINYLFENCE GONG WOOD FENCE �=ASPHALT \ \ - CHAIN LINK FENCE - BRICK X A ALUMINUM FENCE ®= COVERED \� 1708 Water Oak Drive SEE Tarpon Springs, Florida BPS a Phone: (727)-831-1990 �. W'�IE FloridaPLS7123@gmaii.com yATWP i9 TWP I S LB# 8183 2Q RG I,W, RG i E. F 0>11 Initial Point Land Surveying, LLC.