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HomeMy WebLinkAboutElby Ln (2)lip MiTek' RE: TTH27-33 - Site Information: Customer Info: Starlight Homes Lot/Block: 27-33 Address: ., . City: Zephyrhills Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: TTH27-33 Model: 7 Plex Subdivision: Tyson State: Florida MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.6 Wind Code: ASCE 7-16 Wind Speed: 150 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 32 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T30850233 C1A 6/20/23 15 T30850247 T06A 6/20/23 2 T30850234 C3A 6/20/23 16 T30850248 T07 6/20/23 3 T30850235 CA 6/20/23 17 T30850249 T07A 6/20/23 4 T30850236 CJ3 6/20/23 18 T30850250 T09 6/20/23 5 T30850237 EJ5 6/20/23 19 T30850251 T10 6/20/23 6 T30850238 HJ5 6/20/23 20 T30850252 T10A 6/20/23 7 T30850239 T01 6/20/23 21 T30850253 T11 6/20/23 8 T30850240 T02 6/20/23 22 T30850254 V01 6/20/23 9 T30850241 T03 6/20/23 23 T30850255 V02 6/20/23 10 T30850242 T04 6/20/23 24 T30850256 V03 6/20/23 11 T30850243 T04A 6/20/23 25 T30850257 VO4 6/20/23 12 T30850244 T05 6/20/23 26 T30850258 V05 6/20/23 13 T30850245 T05A 6/20/23 27 T30850259 V06 6/20/23 14 T30850246 T06 6/20/23 28 T30850260 V07 6/20/23 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2025. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. `,1111 a 1111��� PQU I N V ., No 68182 =-v: �x: STATE OF 4J sS�ONA\-e%%o• �41►111111"t Joaquin VcIc, PE 1o.68182 MiTek Inc. DB.1 MiTek IS9 FL Cert 6634 16023 Swingley Ridge Rd. Chesterfield. MO 63017 Date: June 20,2023 Velez, Joaquin 1 of 2 MiTek' RE: TTH27-33 - Site Information: Customer Info: Starlight Homes Lot/Block: 27-33 Address: ., . City: Zephyrhills Project Name: TTH27-33 Model: 7 Plex Subdivision: Tyson No. Seal# Truss Name Date 29 T30850261 V08 6/20/23 30 T30850262 V09 6/20/23 31 T30850263 V10 6/20/23 32 T30850264 V11 6/20/23 State: Florida 2 of 2 MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850233 TTH27-33 C 1 A Jack -Open 4 1 Job Reference (optional) builders Flrstbource (1 amps, FL), I amps, FL - 33b64, 2x4 = 5.630 S Nov 19 2022 MITek Industries, Inc. Mon Jun 19 12:29:23 2023 Page 1 I D: tP uYCeVfQTfYt30 C?ZvfnpzlGU H-RfC?PsB7OH q3N Sg PgnL8w3u ITXbG K WrC Doi7J4zJC?f 1-7-10 1-7-10 Scale = 1:9.0 1-7-10 1-7-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 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 FBC2020/TP12014 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 Gray 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=30R; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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 100 lb uplift at joint(s) 3 except (jt=lb) 2=122. 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. Joagmlm Velez PE N..68182 NB7ek1ma. DBA VBTek ISA FL Ceri 6634 16023 SwWgley R1dge Rd. Chesterfield, N10 63017 Date: June 20,2023 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTk® econnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 ANS117Pl1 quality Criteria, D88-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850234 TTH27-33 C3A Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 2X4 = 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:23 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OH q3N Sg Pqn L8w3u ITXbG K WrC Do i7J4zJ C?f 3-3-10 e d M N c9 Scale = 1:13.2 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/TP12014 CSI. TC 0.26 BC 0.11 WB 0.00 Matrix-P DEFL. in (loc) Well Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=126(LC 12) Max Uplift 3=-80(LC 12), 2=-138(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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-2-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent 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 100 lb uplift at joint(s) 3 except Qt=lb) 2=138. 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. 3oagela Vel- PE N..68132 37iiek Ier. DBA 311Tek USA FL Cert 66.14 16023 Snioglec Ridge Rd. Chesterfield. MO 63017 Date: June 20,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 BEFORE USE. Design valid for use only with MiTekS, 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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 ANS11TP11 Quality Cr/teds, DSB-89 and SCSI Building Component 16023 Svingley Ridge Rd SafetylMormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850235 TTH27-33 CA Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:24 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-0 1-4-14 6 m 0 2x4 = Scale = 1:7.4 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/TPI2014 CSI. TC 0.12 BC 0.02 WB 0.00 Matrix-P DEFL. in floc) Vdefl Ud Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2 >999 180 Horz(CT) 0.00 3 file n/a PLATES GRIP MT20 2441190 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; 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 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 nonconcument 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 100 lb uplift at joint(s) 3 except (jt=lb) 2=129. 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. Jr agolo Velez PE N..68182 NEIek Luc. DBA.Mck USA FLCcrt6634 16023 Swinitky Ridge Rd. Chesterfield, 310 63017 Date: June 20,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 MiTekP 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 ANSYrPN Duality Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850236 TTH27-33 CJ3 Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29*25 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC? PsB7OHg3N Sg P gnL8w3u ITXbG KWrC Doi7J4zJ C?f -1-0-0 3-9-11 1-0-0 3-9-11 2x4 = Scale = 1:12.4 3-9-11 3-9-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 24 >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/TPI2014 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. ll; 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 100 lb uplift at joint(s) 3 except (jt=lb) 2=153. 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. Joaqutu Velez PE N0.68182 MiTek Iuc. DBA:NITek C'SA FL Cert6634 16023 Sriagley Ridge Rd. Chesrerffeld, MO 63017 D•rc: June 20,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 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 MiTek 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 ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850237 TTH27-33 E.15 Jack -Open 34 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 1912:29:25 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-0 5-M 1-0-0 5-0-0 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.2 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) 5-0-0 CSI. DEFL. in (loc) I/deft L/d TC 0.76 Vert(LL) -0.03 2-4 >999 240 BC 0.28 Vert(CT) -0.06 2-4 >909 180 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix-P FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 18 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. 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 4-114 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 100 lb uplift at joint(s) except Qt=lb) 3=137, 2=155. 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. Joagnln Velez PE No.69192 D'BTek Inc. DBA MiTek USA M Cert6634 16023 Swingley Ridge Rd. Ckesrerneld, MO 63017 Dare: June 20,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 MiTek' 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 ANSYMI Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850238 TTH27-33 HJ5 Diagonal Hip Girder 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, -1-6-12 3x4 = 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:26 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PSB70 Hg3NSgPgnL8w3u ITXbG KWrC Doi7J 4zJC-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) BCDL 10.0 Code FBC20201TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=D-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 Scale = 1:17.2 in (loc) I/defl Lid PLATES GRIP 0.15 2-4 >603 240 MT20 244/190 -0.33 2-4 >276 180 -0.00 3 n/a n/a Weight: 26 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-16; Vu@=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 100 lb uplift at joint(s) except (jt=lb) 3=180, 2=283. 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 1-15-10, 8 lb down at 2-6-11, and 27 lb down at 4-8-1, and 23 lb down at 5-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 2-4=20 Concentrated Loads (lb) Vert: 7=-3(F) 8=-2(B) 11=-5(F) 12=-5(B) 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. Joagnde Velez PE 1co.69192 \DTek rue. DBa YDTek USA FL Cen 604 16023 Swingle% Ridge Rd. Cheat -field. N10 63017 Date: June 20,2023 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual bui ding 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 M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?p/1 Quality Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Satetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850239 TTH27-33 T01 Hip Girder 2 Job Reference (optional) burners rlrst5ource (I ampa, FL), I ampa, FL - 33Sti4, 8.b3U S NOV 19 2U22 MI I eK Industries, Inc. Mon Jun 19 12:Z9:31 ZU23 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -�1-0-q 6-2-0 11-0-12 1615E 21E-0 26-6-10 M1 L-4 36-9-10 43-0-0 Q4-0-p i-0-(S 612E 5-2E 5-0 10 5-0-10 5-0-10 5-0-10 5-2E 6-2-6 5.00 F12 6x8 = 2x4 II 4x8 = 7x8 = 3 21 22 4 23 24 5 2526 27 6 4x8 = 2x4 11 6x8 = 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 I 7x8 WB = 6-2-6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020rTP12014 CSI. TC 0.57 BC 0.35 WB 0.72 Matrix-SH DEFL. in Vert(LL) 0.82 Vert(CT) -0.96 Horz(CT) 0.13 floc) I/deft L/d 16 >625 240 16 >534 180 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 531 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except` TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc puffins. 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 6) 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=-7061/10896, 16-17=7061/10896, 15-16=-7123/10952, 13-15=-7123/10952, 12-13=-3553/5641, 10-12=-3554/5625 WEBS 3-20=0/450, 3-19=2515/3773, 4-19=495/505, 5-19=-2340/1584, 5-17=0/383, 5-16=-539/717, 6-16=-447/498, 7-16=454/644, 7-15=0/383, 7-13=-2267/1515, 8-13=495/505, 9-13=-2451/3705, 9-12=0/449 NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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; Vult=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 II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber document are not considered DOL=1.60 plate grip DOL=1.60 signed and sealed and the 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific signature must be verified to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. On any electronic Copies. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J..gata Velez PE ne.69132 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 ADTrk me. DRA.MiTek IBA i;L cert 6634 will fit between the bottom chord and any other members. 16023 Svriagley Ridge Rd.Chearerfield. alo 63017 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) D.te: 2=1645, 10=1722. June 20,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 a truss system. Before use, the building designer must Verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek} is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850239 TTH27-33 T01 Hip Girder 2 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:31 2023 Page 2 I D: tPuYCeVfQTfYt30C?ZvfnpzlG U H-RfC?PSB7DH q3 N SgPgn L8w3u ITXbG K WrC Doi7 J4zJ 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(8) 25=-68(B) 27=-68(B) 28=-68(B) 30=68(B) 31=-68(B) 32=-68(B) 33=-68(B) 34=68(B) 35=-28(B) 36=-28(B) 37=-28(B) 38=28(B) 39=-28(B) 40=-28(B) 41=-28(B) 42=-28(B) 43=-28(B) 44=-28(B) 45=28(13) 46=28(B) A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 MiTek' 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 ANS117P/1 quality Criteria, D38-69 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850240 TTH27-33 T02 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:32 2023 Page 1 ID tP uYCe VfQTfYt30C?ZvfnpzlGU H-RfC?P sB7OHg3N SgPgnL8w3u lTXbGKWrC Doi7J4zJC?f 1-0-Q 5-1-7 8-7-3 15-1-10 21-6-0 27-10-6 34-4-13 37-10-9 43-0-0 0 5-1-7 3-5-12 T 6-6-74-7 6 6 6-4-6 6 6-7 3-5-120- 3x4 = Sx6 = _ 5.00 12 3x4 = 4x6 3x4 = 5x6 = 4 21 522 23 6 7 24 825 26 9 �1 0 Scale = 1,73.6 5x8 = 18 17 16 15 14 13 5x8 = 4x8 = 6x8 = 4x4 = 4x4 = 6x8 = 4x8 = 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/TP12014 CSI. TC 0.77 BC 0.82 WB 0.47 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) 0.63 15-16 >811 240 Vert(CT) -0.87 15-16 >591 180 Horz(CT) 0.18 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 239 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 8-13 REACTIONS. (size) 2=0-3-8, 11=0-3.8 Max Horz 2=-127(LC 10) Max Uplift 2=-943(LC 12), 11=943(1-C 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=-3606/2164, 3-4=-3350/1984, 4-5=3101/1890, 5-6=-4582/2725, 6-8=-4582/2725, 8-9=-3101/1890, 9-10=-3350/1984, 10-11=-3606/2164 BOTCHORD 2-18=-1889/3276, 16-18=-2429/4354, 15-16=-2620/4761, 13-15=2412/4354, 11-13=-1906/3276 WEBS 3-18=-266/323, 4-18=-519/1010, 5-18=1504/893, 5-16=140/447, 6-16=-291/242, 6-15=-291/242, 8-15=-140/447, 8-13=1504/893, 9-'13=519/1010, 10-13=266/323 A 2 Iq 0 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 8-7-3, Exterior(2R) 8-7-3 to 14-8-3, Intedor(1) 14-8-3 to 34-4-13, Exterior(2R) 34-4-13 to 40-5-12, Interior(1) 40-5-12 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements 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. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except O=lb) signed and sealed and the 2=943, 11=943. 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. Jnagrda Vel-PE No.68132 XDlek Inc. DBA NBTek USA FL Cerr 6634 16023 Swingley Ridge Rd. Chesterfield, 10 63017 D.tc: June 20,2023 ,& WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 indicted is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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 ANSUrPll Quality Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850241 TTH27-33 T03 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:33 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -,1-0-0 61r5 11-0-0 18-0-9 24-11-7 32-0-0 36-5-11 43-0-0 q4-0-p 6-10-13 7-0-9 4-5-11 6-6-5 -0- 5.00 F12 5x8 = 421 2x4 11 22 5 23 5x8 = 24 6 25 5x6 = 726 Scale = 1:73.7 3x6 � 18 17 t6 15 14 13 12 11 3x6 2x4 11 U4 = 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, 9=0-3-8 Max Horz 2=159(LC 11) Max Uplift 2=-943(LC 12), 9=943(LC 12) Max Grav 2=1642(LC 1), 9=1642(LC 1) 4x6 = 3x10 = 2x4 11 5x6 = 3x8 = 2x4 11 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TC 0.87 Vert(LL) 0.5214-15 >988 240 MT20 244/190 BC 0.94 Vert(CT) -0.73 14-15 >699 180 WB 0.75 Horz(CT) 0.23 9 n/a n/a Matrix-SH Weight: 218 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-15, 6-12 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=3608/2259, 5-6=3608/2259, 6-7=2810/1792, 7-8=-3066/1877, 8-9=-3512/2077 BOT CHORD 2-18=-1794/3166, 17-18=-1794/3166, 15-17=1479/2792, 14-15=1949/3605, 12-14=-1949/3603, 11-12=-1806/3165, 9-11=-1806/3165 WEBS 3-17=-476/379, 4-17=-161/394, 4-15=577/1078, 5-15=398/374, 6-14=0/281, 6-12=-1058/570, 7-12=-462/882, 8-12=475/379 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 11-0-0, Exterior(2R) 11-0-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(2R) 32-0-0 to 38-1-0, Interior(1) 38-1-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=943, 9=943. 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. 3oagrdn Velez PE No.68182 ilOTek Inc. DBA :4DIek. GSA FL Cert 6634 160Z3 Swiogley Ridge Rd. Chesterfield. MO 63017 Dete: June 20,2023 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 MiTek 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 ANSUMI Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850242 TTH2733 T04 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:34 2023 Page 1 ID tPuYCeVfQTfYt30C?ZvfnpzlG U H-RfC?P sB7OHg3N SgP gnL8w3u lTXbG K WrC Doi7J4zJ C?f 13 648 3-13 119-10 21-6 29-7-3 35-1181 43-0-0 4" t-0-d 7-0-5 5-0-13 5-4-13 5-4-13 + 6-4-8 7-0-5 -0- 5x6 = c-1f 7 3x4 = 5 20 3x4 = 3x6 — 5x6 = 6 7 8 Scale = 1:73.9 3x8 = 18 17 " "' .1 11 13 12 3x8 = 2x4 II 3x8 = 4x6 3x4 = 4x6 = 3x8 = 2x4 II 29-7-3 35-11-11 43-0-0 LOADING (psi) 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 0.82 BC 0.80 WB 0.76 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udefl Lid -0.41 15-17 >999 240 -0.71 15-17 >724 180 0.21 10 n/a n/a PLATES GRIP MT20 244/190 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3963/2094, 3-4=-3216/1782, 4-5=-2947/1724, 5-7=-3388/1933, 7-8=-2947/1720, 8-9=-3216/1778, 9-10=-3964/2090 BOT CHORD 2-18=-1811/3722, 17-18=-181113722, 15-17=-1592/3365, 13-15=1587/3312, 12-13=-1819/3579, 10-12=1819/3579 WEBS 3-18=0/276, 3-17=784/507, 4-17=-405/963, 5-17=-654/357, 5-15=0/254, 7-15=0/254, 7-13=-654/360,8-13=-406/963, 9-13=785/507, 9-12=0/276 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for using a Digital Signature. 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 100 lb uplift at joint(s) except (jt=lb) signed and sealed and the 2=943, 10=943. 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. Jeegnia Velez PE Ne.68182 Nilek Inc. DBA 3BTek USA FL Cert6634 16023 Sainglep Ridge Rd. Chesterfield, MO 63017 Date: June 20,2023 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, detivery, erection and bracing of trusses and truss systems, see ANSUMI Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850243 TTH27-33 T04A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33%4, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12,29:36 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OH g3NSgPgn L8w3u ITXbGKWrC Doi7J4zJC?f -�1-0-Q 7-0-5 13-0-13 18-9-10 24-2-6 29-7-3 35-11-11 43-0-0 -0. 7-0-5 ' 6-4-8 5-4-13 5-4-13 5-4-13 6-4-8 7-0-5 5x6 = c nnf 3x4 = 19 5 20 3x4 = 3x6 = 6 7 54 = 8 Scale = 1:73.8 3x8 = 17 16 10 Z2 Za 14 24 20 la 12 11 3x8 = 2x4 11 3x8 = 46 = 3x4 = 4x6 = 3x8 = 2x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TIC0.85 BC 0.80 WB 0.77 Matrix-SH DEFL. in (loc) I/deft Ud Vert(LL) -0.41 12-14 >999 240 Vert(CT) -0.71 12-14 >723 180 Horz(CT) 0.21 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-3-8, 2=0-3-8 Max Horz 2=190(LC 11) Max Uplift 10=857(LC 12), 2=944(LC 12) Max Grav 10=1807(LC 18), 2=1861(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-396412102, 3-4=-3217/1790, 4-5=2948/1731, 5-7=-3390/1945, 7-8=2951/1723, 8-9=-322011794, 9-1 0=-3964/21 00 BOT CHORD 2-17=-1855/3714, 16-17=-1855/3714, 14-16=-1622/3358, 12-14=-1637/3305, 11-12=-1846/3592, 10-11=-1846/3592 WEBS 3-17=0/276, 3-16=-784/507, 4-16=-405/964, 5-16=-655/358, 5-14=0/255, 7-14=0/253, 7-12=-654/357, 8-12=-416/965, 9-12=793/515, 9-11=0/277 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu@=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. 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 100 lb uplift at joint(s) except Qt=lb) signed and sealed and the 10=857, 2=944. 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. Joagaia V.1- PE No.68182 MiTek lac. DDA 4DTek USA FL Cert 6634 16023 Swinglcy Ridge Rd. Chesterfield, MO 63017 Dare: June 20,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 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 MiTG k" 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 ANSf/TPIi Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850244 TTH27-33 T05 Hip 1 1 Jab Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:37 2023 Page 1 ID tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?P sB7OH q3N SgPgnL8w3u lTXbGKWrC Doi7J4zJC?f -1-0-Q 8-0-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0 4f1-0-p -0- 8-4-4 7-5-5 5-8-6 5-8-6 7-5-5 8-4-4 5.00 12 5x8 = 2x4 II 5x8 = 5 18 6 1920 21 7 Scale = 1:75.2 3x8 = 16 15 — 14 `v 13 12 3x8 = 2x4 II 5x6 = 3x8 = 5x6 = 2x4 II 8-44-0 15-9-10 21 �-0 27-21 34-7-12 43-0-0 8-4-4 7-5-5 5-8-0 5-8-6 7-5-5 8-4-4 Plate Offsets (X,Y)-- [2:0-4-2,0-1-8], [5:0-5-12,0-2-8], [7:0-5-12,0-2-8], [10:0-4-2,0-1-8], [13:0-3-0,0-3-0], [15:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.97 Vert(LL) 0.36 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.56 14-15 >920 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 222 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing. BOT CHORD 2x4 SP No.1 'Except* WEBS 1 Row at midpt 3-15, 9-13 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-223(LC 10) Max Uplift 2=-943(LC 12), 10=943(LC 12) Max Grav 2=1861(LC 17), 10=1861(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3888/2047, 3-5=-2973/1686, 5-6=2882/1743, 6-7=2882/1743, 7-9=2973/1686, 9-10=-3889/2047 BOT CHORD 2-16=-1752/3670, 15-16=-1752/3670, 14-15=-1217/2786, 13-14=1230/2675, 12-13=-1766/3503,10-12=1766/3503 WEBS 3-16=01345, 3-15=-980/593, 5-15=-210/669, 5-14=-198/447, 6-14=-337/305, 7-14=-198/447, 7-13=-210/670, 9-13=981/593, 9-12=0/345 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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, Extedor(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 44-0-0 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=943, 10=943. On any electronic Copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any doagnin, Veto. PE Ne.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." NETek me. DRA MITekUSA F2. Cert 6634 I6OLI Sniagleg Ridge Rd. Chesterfield, A10 63017 Date: June 20,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 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 MiTek` 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 ANSYMI Duality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd '.., Sorely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850245 TTH27-33 T05A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 1912:29:38 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3u ITXbGKWrCDoi7J4zJC?f -i1-0-Q B-4-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0 8-4-4 7-5-5 5-8F 5-8-6 7-5-5 8-4-4 Scale = 1:75.1 5.00 F12 5x8 = 2x4 11 5xe = 5 17 6 18 19 20 7 3x8 = 15 14 `Z 13 " 12 11 3x8 = 2x4 II 5x6 = 3x8 = 5x6 = 2x4 11 t 8-4-4 15-9-10 21-0-0 27-2-6 34-7-12 43-0-0 8-4-4 7-5-5 5 8 6 5-8 6 7-5-5 8.4.4 Plate Offsets (X,Y)— [2:0-4-2,0-1-8],[5:0-5-12 0-2-8],[7:0-5-12,0-2-8],[8:0-0-0,0-0-01,[10:0-4-2,0-1-8],[12:0-3-0,0-3-0],[14:0-3-0,0-3-0] 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 1.00 Vert(LL) 0.36 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.56 12-13 >918 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied. 1-4,8-10: 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3889/2054, 3-5=-2974/1694, 5-6=-2884/1753, 6-7=2884/1753, 7-9=-2975/1694, 9-10=-3884/2055 BOT CHORD 2-15=-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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 42-10-4 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=944, 10=857. on any electronic Copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any 3oagrda Ve1c2 PE N..68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." aitrek Inc. DRA JRTek USA EL Cert 6kU 16023 S}riagley Ridge Rd. Chesterfield. MO 63017 Dxte: June 20,2023 A WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. j Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek' 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 ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850246 TTH27-33 T06 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:39 2023 Page 1 I D: tP uYCe VfQTfYt30 C?ZvfnpzlG U H-RfC?P s B7OH g3NSgPgnL8w3u ITXbG KWrC Doi7J4zJC?f 12-4-3 18-21 24-9-10 30-7-13 36-6-0 43-0-0 4p-0-p -0- 6.6-0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-6-0 Scale = 1:75.2 5x6 = 5.00 F12 6 20 5x8 = 721 Ig 3x8 = io — — it 16 — 15 w — u - 3x8 = 3x4 = 4x6 = 3x8 = 3x4 = 4x6 3x4 = 9-5-2i 18-2-6 249-10 33-6-14 43-0-0 1-128-9-56-7-3 8-9-5 9-5-2 Plate Offsets (X,Y)—[2:0-4-2,0-1-81,[6:0-3-0,0-2-41,[7:0-5-12,0-2-81,[11:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.40 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.70 13-15 >733 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.20 11 n/a ri BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 223 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 14-17: 2x4 SP No.2 5-8-0 oc bracing: 15-16. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=-254(LC 10) Max Uplift 2=-943(LC 12), 11=-943(LC 12) Max Grev 2=1872(LC 17), 11=1876(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3934/2082, 3-5=-3693/1963, 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, 10-113=333/332 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. ll; 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 & M WFRS 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 100 lb uplift at joints) except Ot=lb) 2=943, 11=943. 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. Joaq.i. Vel- PE 1vo.69152 lfffek lee. DBA NBTek USA FL CeN 6634 1602.1 Swngley Ridge Rd. Chesterfield. MO 63017 Dete: June 20,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 MiTek~ 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 ANSIlMl Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850247 TTH27-33 T06A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 1912:29:40 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJCW 12-0-3 18-2-6 219-10 317-13 36-6-0 43-0-0 -0 6-6-0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-" 5x6 = 5.00 12 6 19 5x8 = 720 Scale = 1:75.1 3x8 = .r « — 15 — 14 10 11 1. 11 3x8 = 3x4 = 9-5-2 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 FBC2020fTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except* 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=253(LC 11) Max Uplift 2=944(LC 12), 11=857(LC 12) Max Grav 2=1873(LC 17), 11=1822(LC 18) 4x6 = 3x8 = 18-2-6 24-9-10 3x4 = 4x6 = 3x4 = CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.87 Vert(LL)-0.4012-14 >999 240 MT20 244/190 BC 0.98 Vert(CT) -0.70 12-14 >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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements 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 = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (#=lb) 2=944, 11=857. 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." Iv 0 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagnta Velez PE Ne.68182 NDTek Luc. DDA AIlTek USA FI. Cert 6634 16023 Sni igley Ridge Rd. C6eaterOeW. A10 63017 DAte: June 20,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 MiTek 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850248 TTH27-33 T07 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:41 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3N SgP gnL8w3ulTXbGKWrC Doi7J4zJC?f -1-0-0 7-0-1 13-0-0 19-1-8 23-10-8 30-0-0 35-11-15 43-0-0 4p-0-p 7-0-1 5-11-15 6-18 4-9-0 6-1-8 5-11-15 7-0-1 -0 5x6 = &00 12 5x8 = Scale = 1:75.2 3x8 = 10 n ru i/ 16 2d 15 -14 24 Zo rs 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* 14,9-12: 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 11) Max Uplift 2=-943(LC 12), 11=943(LC 12) Max Grav 2=1871(LC 17), 11=1873(LC 18) 5x6 WB = 3x8 = 3x4 = 5x6 WB 3x4 = 43-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.73 Vert(LL)-0.4013-15 >999 240 MT20 244/190 BC 0.96 Vert(CT)-0.7013-15 >728 180 WB 0.41 Horz(CT) 0.17 11 n/a n/a Matrix-SH Weight: 228 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 8-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 2-18=-1764/3735, 16-18=-1422/3112, 15-16=-1019/2395, 13-15=1434/2951, 11-13=-1776/3539 WEBS 3-18=-351/346, 5-18=-214/750, 5-16=-877/557, 6-16=-330/762, 7-15=-326/836, 8-15=-879/558, 8-13=-214/751, 10-'13=351/346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E) 19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=943, 11=943. 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." Io 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. JoagNe Velez PE Po.69132 4DTek luc. DDA VDTek USA FL Cert 6634 16023 Swiagley Ridge Rd. Chesterfield, MO 63017 Date: June 20,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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, notwt 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 perrnanerd bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850249 TTH27-33 T07A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:42 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -,1-0-Q 7-0-1 13-0-0 19-1-8 23-10-8 30-0-0 35-11-15 43- 7-0-1 5-11-15 6-1-8 4-9-0 6-1-8 5-11-15 7-0-1 5x6 = 5.00 12 5x8 = Scale = 1:75.1 3x8 = I cv 11 io 15 cc 14 a LJ cv is 3x8 = 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 WB 3x4 = 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 0.75 BC 0.96 WB 0.41 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) -0.40 12-14 >999 240 Vert(CT) -0.70 12-14 >729 180 Horz(CT) 0.17 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 227 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,9-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 'Except" WEBS 1 Row at midpt 5-15, 7-15, 8-14 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) 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, 8-1 0=-3669/1950, 10-11 =-3914/2074 BOT CHORD 2-17=-1808/3727, 15-17=-1466/3104, 14-15=-1038/2387, 12-114=1455/2952, 11-12=-1805/3550 WEBS 3-17=-351/346, 5-17=-214/750, 5-15=-877/557, 6-15=-331/763, 7-14=-327/837, 8-14=-881/560, 8-12=-238/757, 10-12=-354/365 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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) This item has been 19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 42-10-4 zone; cantilever left and right exposed ; end vertical electronically signed and left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=944, 11=857. on any electronic copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any J-gda Velez PE Pio.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" NhTekrnc. DDA 3DTekasA FL Cert 6634 16023 SwWgley Ridge Rd. Che,I-Leld, MO 63017 Dxte: June 20,2023 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 ' 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 MiTek 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 ANS11TP/1 Qualify Criteria, DSB-89 and BCSI Building Component 16023 Saingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850250 TTH27-33 T09 Common Supported Gable 12 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:44 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f �1-0-Q 21-6-0 43-0-0 21-6-0 21-6-0 5.00 12 5x6 = 13 14 Scale = 1:73.0 I$ 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 = 43-0-0 43-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 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 FBC2020rrP12014 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 pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 13-35, 12-36, 14-34 REACTIONS. All bearings 43-0-0. (lb) - Max Horz 2=297(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26, 24 except 37=-104(LC 12), 43=-104(LC 12), 45=153(LC 12), 33=-104(LC 12), 27=-107(LC 12), 25=179(LC 12) Max Grav All reactions 250 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 9-10=-113/307, 10-11=-128/376, 11-12=-152/448, 12-13=176/512, 13-14=176/512, 14-15=152/448, 15-16=-128/376, 16-17=-104/307 WEBS 3-45=180/332, 23-25=-186/377 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-0-0 to 3-&0, Exterior(2N) 3-6-0 to 21-&0, Comer(3R) 21-6-0 to 25-9-10, Exterior(2N) 25-9-10 to 43-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 36, 39, 40, 41 42, 44, 34, 31, 30, 29, 28, 26, 24 except (jt=lb) 37=104, 43=104, 45=153, 33=104, 27=107, 25=179. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 24. 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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. Josgnim Pelez PE N..68182 NBTek ]uc. DBA NB1'ek USA FL C'ert 6634 16023 Sningley Ridge Rd. C'4esterfield.l10 63017 Dxte: June 20,2023 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 MiTek^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Si feWinformadon available from Truss Plate Institute, 2670 Crain Highway, Suke 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850251 TTH27-33 T10 Common 27 1 Jab Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:45 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?P sB7OH g3NSg Pqn L8w3u ITXbG K WrC Doi7J4zJC?f 14-6-10 A6:2 i 28-5-6 35-4-13 43-0-0 V-0-0 7-7-3 6-11-6 6-11-6 6-11-6 6-11-0 7-7-3 -0 �1 0 5x6 = 5.Do 12 Scale = 1:72.2 3X8 = I LG 10 -1 - 40 14 13 LD Lr IL 3X8 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = i 9-0-6 17-3-15 25.8-1 33-11-10 43-0-0 9 0-0 8-3-10 8-4-1 8-3-10 9-0-0 Plate Offsets (X,Y)— [2:0-4-2,0-1-8], [4:0-3-0,Edge], [8:D-3-0,Edge], [10:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.91 Vert(LL) -0.40 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.68 14-15 >751 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except" TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-298(LC 10) Max Uplift 2=-943(LC 12), 10=-943(LC 12) Max Grav 2=1885(LC 17), 10=1885(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3931/2002, 3-5=-3802/2010, 5-6=2890/1661, 6-7=2890/1661, 7-9=3802/2010, 9-10=-3932/2002 BOT CHORD 2-17=-1708/3783, 15-17=-1306/3020, 14-15=-850/2218, 12-14=-1307/2872, 10-12=-1708/3560 WEBS 6-14=-520/1153, 7-14=-763/574, 7-12=392/909, 9-12=-362/365, 6-15=-520/1153, 5-15=-763/574, 5-17=-392/908, 3-17=-362/365 NOTES- (7) 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 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 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=943,10=943. "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. 3oa9nia VA- PE N..68182 1B7ek lac. DB:1 A1iTek USA FL C en 6634 16023 SwWgley Ridge Rd. Chesterfield, N10 63017 Dmr: June 20,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 MiTek 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety/Mormat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850252 TTH27-33 T10A COMMON 16 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 1912:29:47 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3N SgPgnL8w3u ITXbGKWrC Doi7J 4zJC?f -,1-0-(1 7-7-3 14-6-10 21-" 28-5-6 35-4-13 43-0-0 -0- 7-7-3 6-11-6 6-11-6 6-11-6 6-11-6 7-7-3 5x6 = 5.00 F12 Scale = 1:72.2 3x8 = -10 L-1 10 '-1 L3 L4 13 IL L0 Lo II 3x6 = 3x4 = 4x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 TCDL 7.0 Lumber DOL 1.25 BC 0.93 BCLL 0.0 Rep Stress Incr YES WB 0.99 BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP N0.2 `Except' 1-4,8-10: 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=297(LC 11) Max Uplift 2=-944(LC 12), 10=857(LC 12) Max Grav 2=1886(LC 17), 10=1831(LC 18) 3x4 = 4x6 = DEFL. in (loc) I/defl Ud Vert(LL) -0.40 13-14 >999 240 Vert(CT) -0.68 13-14 >750 180 Horz(CT) 0.18 10 nla n/a 3x4 = PLATES GRIP MT20 244/190 Weight: 216 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=-3932/2003, 3-5=-3803/2012, 5-6=2892/1662, 6-7=2892/1671, 7-9=-3811/2048, 9-10=-3941/2041 BOT CHORD 2-16=-1752/3776, 14-16=-1350/3012, 13-14=-893/2210, 11-13=-1327/2872, 10- 11 =-1 768/3571 WEBS 6-13=-521/1155, 7-13=-766/577, 7-11=-422/916, 9-11=365/381, 6-14=-520/1153, 5-14=-763/574,5-16=-391/908, 3-16=362/365 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 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) 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=944, 10=857. 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." 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. Josgnis Velez PE tio.68182 Mek luc. DDA 31ITelll5A FL Cert 6634 16023 Swingley Ridge Rd. Ckeslerfreld. 310 63017 Dare: June 20,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 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 MiTek 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 ANSVMI Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850253 TTH27-33 T11 Common 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:48 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -,1-0-p 7-7-3 14-6-10 21.6-0 28-5-6 35-4-13 43-0-0 , 45-0-0 -10 7-7-3 6-111 6-11-6 6-11-6 6-11-6 7-7-3 22-0 00 5x6 = 5.00 F12 3x4 = 4x6 = 3x4 = 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 FBC2020frPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,8-11: 2x4 SP No.t BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-310(LC 10) Max Uplift 2=-939(LC 12), 10=-1020(LC 12) Max Grav 2=1885(LC 17), 10=1934(LC 18) 3x4 = 4x6 = Scale = 1:73.7 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TC 0.91 Vert(LL)-0.4014-15 >999 240 MT20 244/190 BC 0.92 Vert(CT)-0.6814-15 >755 180 WB 0.99 Horz(CT) 0.18 10 n/a n/a Matrix-SH Weight: 220 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3930/1998, 3-5=-3800/2006, 5-6=2887/1656, 6-7=-2886/1647, 7-9=-3779/1968, 9-10=-3921/1959 BOT CHORD 2-17=-1668/3791, 15-17=-1252/3027, 14-15=-827/2225, 12-14=-1281/2868, 10-12=-1668/3535 WEBS 6-14=-516/1150, 7-14=758/569, 7-112=359/890, 9-12=354/345, 6-15=-519/1153, 5-15=763/575, 5-17=-392/908, 3-17=-362/365 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; 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 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=939, 10=1020. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" 1I� This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagnln Velez PE No.69182 dLTek lne. DRA MiTek USA FL Cert 66.34 1602.3 Swingley Ridge Rd. C4est-field. MG 63017 Dale: June 20,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrrek® 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 vanity 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 MOW 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 ANSUMI quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850254 TTH27-33 Vol GABLE 1 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 5-6-8 2x4 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:49 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3u ITXbGKWrCDoi7J4zJC?f Scale = 1:17.8 44 = TRUSS DESIGNED FOR WIND LOADS IN THE PLANE 3 OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE). SEE STANDARD INDUSTRY 2x4 11 2x4 11 2x4 11 2x4 a .0 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip IDOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.17 BC 0.13 WB 0.11 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-1-0. (lb) - Max Horz 1=55(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-184(LC 12), 6=184(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=279(LC 1), 6=279(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-187/368, 4-6=187/368 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu1t=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-6-8, Exterior(2R) 5-6-8 to 8-6-8, Interior(1) 8-6-8 to 10-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces Sr 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 Ito 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. Joagetn Velez PE Nn.68182 -NLTek Inc. DRA NUTek USA FT. C-1 6634 16023 Swtngl,y Ridge Rd. Chesterfield, VIO 63017 DAte: June 20,2023 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 intlicaled is to prevent buckling of indivitlual truss web antl/or chord members only. Additional temporary and permanent bracing MiTek„ 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 ANSYMI Quality CrIterfe, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850255 TTH27-33 V02 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 3x4 i 2x4 11 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:49 2023 Page 1 I D:tP uYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 8-0-0 4x4 = 3x4 Scale = 1:14.6 =d d 7-11-6 0 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.27 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-10-13, 3=7-10-13, 4=7-10-13 Max Horz 1=37(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; VuH=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 Qt=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. Joagaie Velez PE \0.68182 NBTeklnc.DBA411Tek USA FLCert6634 16023 Swtngiey Ridge Rd. C6esterfieid, MID 63017 Date: June 20,2023 O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 MiTek^ 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 ANSUTPIf Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 77 Job Truss Truss Type Qty Ply T30850256 TTH27-33 V03 Valley 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:50 2023 Page 1 ID:tPuYCeVfQTfYt3OC?Zvfnpz)GU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-0-0 4-0-0 2-0-0 2-0-0 e d d 2x4 5.00 12 3x6 = 2x4 Scale = 1:7.6 v 1d d 4-M 4-0-0 Plate Offsets (X,Y)— [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) rile n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-14(LC 10) Max Uplift 1=-50(LC 12), 3=50(1-C 12) Max Grav 1=92(LC 1), 3=92(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 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. Joegnie Yelez PE N..68182 bBTek luc. DBA NBTek USA FL Cert6634 16023 Svriugley Ridge Rd. Chesterfield, MO 63017 Dste: June 20,2023 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIb7473 rev. 5/19/2020 BEFORE USE. assass ��` 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 MiTek^ 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 ANSVMI Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850257 TTH27-33 VO4 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:51 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?P sB7OHg3N SgPgnL8w3u ITXbGKWrC Doi7J 4zJC?f 2-1-8 4-3-0 2-1-8 2-1-8 3x6 = Scale: 1.5"=1' 5.00 FIT 2 3 1 e v � xo d o 2x4 2x4 4-3-0 4-3-0 Plate Offsets (X Y)-- [2:0-3-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP 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 (Ib) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vufl=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib 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. Joagidn Velez PE No.69132 MiTek Joe. DBA ABTek USA FL Cert 6634 160L3 Swiogley Ridge Rd. CAearerrreld. M70 63017 Date: June 20,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 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 MiTek. 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 ANSUM1 Quality C~a, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850258 TTH27-33 V05 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:51 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC? P s B7OHg3NSgPgnL8w3u ITXbG K WrC Doi7J4zJ C?f 5-1-12 10-3-8 5-1-12 5-1-12 b d 4x4 = 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 8 7 6 2x4 2x4 II 2x4 II 2x4 II 2x4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TIC 0.14 Lumber DOL 1.25 BC 0.11 Rep Stress Incr YES WB 0.10 Code FBC2020/TP12014 Matrix-SH Scale = 1:16.5 10-3-8 10-3-8 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 5 n/a n/a Weight: 35 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 10-3-8. (lb) - Max Horz 1=-50(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 8=-160(LC 12), 6=160(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7, 8, 6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-168/341, 4-6=168/341 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=3011; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-12, Interior(1) 3-9-12 to 5-1-12, Exterior(2R) 5-1-12 to 8-1-12, Interior(1) 8-1-12 to 9-6-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except (jt=lb) 8=160, 6=160. 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. Joaquta Velez PE No.68182 4Brek tuc. DBA MITek USA FL Cert6634 16023 Swtugley Ridge Rd. Cbestertield, MO 63017 Date: June 20,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pl1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Svingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850259 TTH27-33 V06 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 3-1-12 1 6 2x4 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 1912:29:52 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OHg3N SgPgnL8w3u ITXbGKWrC Doi7J4zJ C W 3x6 = 2x4 Scale = 1:11.6 6-2-14 6T3r8 6-2-14 0- - 0 Plate Offsets (X Y)— [2:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix-P Weight: 17 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. REACTIONS. (size) 1=6-2-5, 3=6-2-5 Max Horz 1=-27(LC 10) Max Uplift 1=-96(LC 12), 3=96(LC 12) Max Grav 1=177(LC 1), 3=177(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-192/369, 2-3=192/383 BOT CHORD 1-3=-292/153 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. 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. 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. Joaqutn Velez PE T1u.68182 3BTek fur. DBA 3B7'ek USA FL Cert 6694 16023 Sniagley Ridge Rd. Chesterfield, MO 63017 DAte: June 20,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 5/19/2020 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 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 M [Tel 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850260 TTH27-33 V07 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:53 2023 Page 1 I D: t P uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OHg3N Sg P gnL8w3u ITXbG K WrC Doi7J4zJ C?f 7-3-12 14-7-8 7-3-12 7-3-12 Scale = 1:23.7 4x4 —_ TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY 5 GABLE END DETAILS AS APPLICABLE, OR CONSULT 6.00 17 FIT 3 18 4 6 QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 7 19 20 1 2 8 9 d d 3x4 i 16 15 14 13 12 11 10 3x4 14-7-8 14-7-8 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 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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 14-7-8. (lb)- Max Horz 1=112(LC 11) Max Uplift All uplift 100 lb or less at joint(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 atjoint(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 speck to the use of this truss component. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 14, 15, 12, This item has been 11 except (jt=lb) 16=1 46, 1 0=1 46. electronically signed and 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jongrdo Velez PE \0.68182 .NbTek Inc. DBA NIffek USA Fl. Cert 604 1602.1 Swingley Ridge Rd. Cheet-field. MO 63017 D.te: June 20,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 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 MiTek" 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 ANSkTPlf Quality Criteria, OSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850261 TTH27-33 V08 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MITek Industries, Inc. Mon Jun 19 12:29:54 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKWrCDoi7J4zJC?f 5-7-12 11-3-8 5-7-12 5-7-12 4x4 2x4 11 4x6 = 4x4 Scale = 1:19.6 11-3-0 0-6-8 LOADING it SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 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/TP12014 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(1-C 10) Max Uplift 1=-104(LC 12), 3=104(LC 12), 4=-196(LC 12) Max Grav 1=169(LC 21), 3=169(LC 22), 4=411(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-251/355 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 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 5-7-12, Exterior(2R) 5-7-12 to 8-7-12, Interior(1) 8-7-12 to 10-7-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 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. Joagate VcI- PE No.68182 NiTek Inc. DBA MiTek USA FL Celt 6634 16023 Si ingley Ridge Rd. Chesterfield. MO 63017 Date: June 20,2023 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall AiTek" 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 iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSUMI Quality Cdfena, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850262 TTH27-33 V09 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 1912:29:55 2023 Page 1 I D: tP uYCeVfQTfYt30C?ZvfnpzlG U H-RfC?P sB7OHg3N SgPgnL8w3u ITXbG KWrCDo i7J4zJC?f 3-11-12 7-11-8 3-11-12 3-11-12 6 0 3x4 2x4 11 4x4 = 3x4 Scale = 1:14.7 v =o 0 7-11-0 7- 8 7-11-0 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 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) file n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 HOrz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-10-8, 3=7-10-8, 4=7-10-8 Max Horz 1=56(LC11) 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. Camp./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=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 3-11-12, Exterior(2R) 3-11-12 to 6-11-12, Interior(1) 6-11-12 to 7-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Gt=lb) This item has been 4=131. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jeageie Vel- PE N..69132 3LTek lue. DDA 3DTek USA FL Cen 6634 16023 S,ri.glep Ridge Rd. Chem -field. MO 63017 Dxte: June 20,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/19/2020 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 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 MiTek 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 ANSUTPII Quality CrHerfe, DS849 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850263 TTH27-33 V10 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 2-3-12 1 6 2x4 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:55 2023 Page 1 I D: tP uYCeVfQTfYt30C?ZvfnpzlG U H-RfC?PsB7OH q3N Sg Pqn L8w3u ITXbG K WrC Do i7J4zJ C?f 3x6 = 2 4-7-8 2x4 Scale = 1:8.6 =a 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/TP12014 CSI. TC 0.14 BC 0.23 WB 0.00 Matrix-P DEFL. in floc) I/defl Ud 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: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-6-8, 3=4-6-8 Max Horz 1=-28(LC 10) Max Uplift 1=-68(LC 12), 3=-68(LC 12) Max Grav 1=125(LC 1), 3=125(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 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. JoagNa V.1- PE N..69132 MiTek We. DRA 3lffek USA FL Cen 6634 1fi023 SRioglec Ridge Rd. Chesterfield, MO 63017 Date: June 20,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekl, 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 M iTek' 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 ANSUfP11 Quality Criteria, DS849 and SCSI Building Component 16023 Swingley Ridge Rd Safety Inrormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30850264 TTH27-33 V11 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Mon Jun 19 12:29:56 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f L 3-10-0 7-8-0 3-10-0 3-10-0 a 0 0 3x4 2x4 II 4x4 = 3x4 Scale = 1:14.2 e =o 0 7-8-0 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 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-8-0, 3=7-8-0, 4=7-8-0 Max Horz 1=-35(LC 10) Max Uplift 1=-60(LC 12), 3=-60(LC 12), 4=-127(LC 12) Max Grant 1=102(LC 21). 3=102(LC 22), 4=258(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-159/296 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 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 Qt=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. Joagrda Velez PE Fo.68182 MiTek lae. DBA MiTek L`SA FL C ert6634 16023 Snri gley Ridge Rd. Chesterfleld. MO 63017 Date: June 20,2023 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTekS 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 �{ ek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M� l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety/nformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Symbols Numbering System k, General Safety Notes PLATE LOCATION AND ORIENTATION 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. O'11B , - -I- For 4 x 2 orientation, locate plates 0- '14' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20120 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 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-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 IX O U a O I— 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 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-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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. © 2012 MiTek® All Rights Reserved MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 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 ANSI/rPI 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 ANSIIrPI 1 Quality Criteria. 21.The design does not lake into account any dynamic or other loads other than those expressly stated. DESCRIPTION: LOT(S)27-33 TYSON TOWNHOMES, ACCORDING TO SITE PLAN THE PLAT THEREOF, RECORDED IN PLAT BOOK PAGE(S)J OF THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. (NOT A SURVEY) NORTH BOUNDARY OF SOUTHWEST 4 OF -- - --- - - -- ---- ---- ---- - THE SOUTHWEST 4 OF SOUTH RIGHT-OF-WAY LINE OF SECTION 2-26-21 -HENRY DRIVE, AS FOUND MONUMENTED, 19 6' AND THE NORTH BOUNDARY OF 0�-- SPECIAL WARRANTY DEED HENRY DRIVE (O.R. 10538, PAGE 2404) k 19.00' --- (P) ---- N 89`47' 1" E P f- 160.00' 30.00' (P) �� I 20.00' (P) I 20.00 ' (P) x I 20.00' (P) 4.0' �� h` I �g`l� I cl fyP I I 10.0' u I I 10.0, 3.0' I PATIO Q 0 0 1 .p' o 70 b 19.7' � PATIOo PATIO 19.7' PATIOS w W 19.1' C I z Z v Z z Z v Z o� LL o I ulC� w o O< W O wx LL �QCw o O w X o pa O W O CEn J w Y W - - V1 D W �mwC N W f11 J w 0 IQ� N C > > OmWC NJ N W to C c N 1)�w< N 1L/ Q M Q r �z W C r O M Q C = c 0a � �O 00 � O c�3 W o O 27 p--- 28 29 0 0 Q > _ L6EK L;-a Lri co 00 AP O Ico ^ , L p --P � W SEC. 2, TWP. 26 S, RNG 21 E PASCO COUNTY, FLORIDA (TYSON TOWNHOMES) NORTH BOUNDARY OF - - - - - - TYSON SUBDIVISION T 19.3' G RcP. ------------- 20.00' (P) I 20.0U (P) xI 30.00' (P) X q1 10.0' UTYP I Q I Q 10.0' - � Inn. TYP . :. . 11 PATIOo Q D 13.0 w o PATIO o 1 PATIO o 10.2' 95.9' 19.7' 19.7' W 19.1' W W z z Z z Z z w, I o DQ w O WQ = o Qw LD O W Wa. M OQ 0 W- o O WJGt "" caW� N O�wc N M E cZwW N caww N < < � �` 0 0 CN 00 a 31 32 O oA � 33 m 34 - d 0Q0 M F- t L 1_ * .0 } Z > } N Q l=7 F W 7.8' H Z Z Fc W 7.8' Z Z w 7.8' E, w rl "p 1 1Z.5' M 12.5'r6 12.z' i 12.5' 12.2' 9.0,;' I A 9A' 9.0' 9.0' .9.0' .: A •(� I * I ,a I Iq , A 15.43' (P) 1,;. 20.00' (P) .� I. AL 20.00' (P) 20.00' (P) . ' I •' 20.00' (P) 'd N 89"47 39" E (P) 145.A P) • . .,, 1 1.5' 1 1.5' 1 1.5' .. • • 1 1.5'� •. CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE I C18 16.00' (P) 1 25.47' (P) 22.87' (P) S 44"35'40" E (P) 9I'll 3'Z2" - - N 89"47'39" E (P) 303.64' (P) LEGEND: �-►= PROPOSED DRAINAGE FLOW NOTES } 1 }rc _- -i wZ w 12510.2' 96.00' 12.5' ............ 9.0' I: I I: A ,. I I: 'N NJ O N - - � I: _ A. 30.00' (P) . 5.0' ------------ •II.Y GOLD STREET TRACT "A" (HOA) RIGHT-OF-WAY + 00.00 = PROPOSED GRADE PROPOSED: LOT GRADING TYPE =N/A MINIMUM FLOOR ELEVATIONS: PROPOSED PAD ELEVATION = 98.10' 10' UTILITY LIVING AREA:98.77' I *_ & SIDEWALK GARAGE AREA: FRONT SET BACK = 20' SIDE SET BACK = 10' REAR SETBACK = 15' SURVEY ABBREVATIONS A/C = AIR CONDITIONER ID) = DEED AF = ALUMINUM FENCE D.E= DRAINAGE EASEMENT BFE = BASE FLOOD ELEVATION EL OR ELEV = ELEVATION BM = BENCH MARK FOP = EDGE OF PAVEMENT C = CURVE ESM'T = EASEMENT (C) = CALCULATED F/C = FENCE CORNER ,, = CENTERLINE FCM = FOUND CONCRETE MONUMENT CLF = CHAIN LINK FENCE FIP = FOUND IRON PIPE CMP = CORRUGATED METAL PIPE FIR = FOUND IRON ROD COL = COLUMN FN&D = FOUND NAIL & DISK CONC = CONCRETE FOP = FOUND OPEN PIPE C/S = CONCRETE SLAB FPP = FOUND PINCHED PIPE EASEMENT ELEVATIONS REFERENCED TO -WATER NORTH AMERICAN VERTICAL DATUM OF 1988 METERS INV = INVERT PC = POINT OF CURVE (R) = RECORD LB =LICENSED BUISNESS PCP = PERMANENT CONTROL POINT RNG = RANGE LFE = LOWEST FLOOR ELEVATION P/E = POOL EQUIPMENT RRS = RAIL ROAD SPIKE LS = LICENSED SURVEYOR PG = PAGE R/W = RIGHT OF WAY (M) = MEASURED PI = POINT OF INTERSECTION SEC = SECTION MES = MITERED END SECTION PK =PARKER KALON SN&D = SET NAIL AND DISK LB#81 NCF = NO CORNER FOUND POB = POINT OF BEGINNING SIR = SET 1/2" IRON ROD LB# 8183 O/A = OVERALL POC = POINT OF COMMENCTMENT TBM = TEMPORARY BENCH MARK OHW = OVERHEAD WIRE(S) POL = POINT ON LINE TOB = TOP OF BANK O.R. = OFFICIAL RECORDS PRC = POINT OF REVERSE CURVE TWP = TOWNSHIP (P) = PLAT FIRM = PERMANENT REFERENCE MONUMENT U.E = UTILITY EASEMENT PB = PLAT BOOK P.U.E = PUBLIC UTILITY EASEMENT Drawn By: CWC P Checked By: JH File: Date of Plan:5-17-23 7. �o -�- -- LOT 13Z71 SO. FT. LIVING AREA = 3637 SQ. FT. ENTRY = 187 SO. FT. GARAGE = 1331 SQ. FT. COVERED LANAI = XXX SO. FT. PATIO = 240 SO. FT. POOL AREA = NA SO. FT. CONC. DRIVE = 1079 SQ. FT. A/C & CONC PAD = 56 SQ. FT. SIDEWALK = 1 176 SQ. FT. SIDE YARD SWALE = XXX SO. FT. CONSERVATION AREA = XXX SQ. FT. LOT OCCUPIED = 58 % AREA TO IRRIGATE = 42 % Chief: JH I REVISIONS: This SITE Plan Prepared for and Certified To: (Starlight Homes 1708 Water Oak Drive Tarpon Springs, Florida Phone- (727)-831-1990 FloridaPLS71239gmail.com LB# 8183 1 1"=20' rWrl_N. TWP.1 � RG 1 W RG.I.E. Twris rweis. I 0>' Initial Point Land Surveying, LLC. LEGEND SURFACE TYPE FENCES • •L-• t2'r: r ;:1 = CONC ALUMINUM FENCE - ASPHALT VINYL FENCE E D = BRICK WOOD FENCE -. ,as". CHAIN LINK FENCE .-.�,,,FF 11 SAND/DIRT X OVERHEAD POWER COVERED OHP - OHP - LEGEND: --� = PROPOSED DRAINAGE FLOW (00.00) = PROPOSED GRADE = 2" OAK E-00.00 = EXISTING GRADE APPARENT FLOOD HAZARD ZONE: "X" COMMUNITY NO. 120235 (MAP NUMBER 12101C-0456-F) EFFECTIVE DATE: 09/26/2014 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 2.) This sketch was prepared without the benefit of a title search. 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. 5.) This SITE PLAN is subject to matters shown on the Plat of "TYSON TOWNHOMES" 6.) Dimensions shown hereon are in feet and decimal portions thereof. 7.) Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise Initial Point Land Surveying, LLC. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. fhis certifies t1pat s ,Inder my su ;urveys as s f If--i iJ-17.051 througIX5J-1 iection 472.N5P , in Jeff M. Hartley FLORIDA PROFESVf, NOT VALID A OF A FLOE i 13:07:2 STATE 0� TE VoI rgpp�t� was made �' ar s of Practice for 11tfl�glrafttey1n Chapter rati 414)ursuant to J� W#1001 p = Date R LS#7123 LB#8183 NATURE AND SEAL 'OR AND MAPPER City of Zephyrhills 5335 Eighth Street Zephyrhills, FL 33542 Phone. (813) 780-0020 Fax: (813) 780-0021 Permit Type: Building General (Commercial) PERMIT NUMBER BGC-005314-2022 Issue Date: 12/2812022 Property Number Street Address 02 26 21 0000 04200 0020 v Owner Information Permit Information Contractor Information Name: STARLIGHT HOMES FLORIDA LLC Permit Type: Building General (Commercial) Contractor: STEGER SITE PREPARTIOP Class of Work. Right of Way Temporary Use INC Address: 9720 Princess Palm Ave Ste 130 Building Valuation: TAMPA, FL 33610 Electrical Valuation, Phone: Mechanical Valuation: Plumbing Valuation: Total Valuation: $0.00 Total Fees: Amount Paid: Date Paid. Project Description _ MIS SEE DESCRIPTION - 8TH ST 6 HENRY DR (TOWNHOMES) Application Fees REINSPECTION FEES: (c) With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c) the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection, whichever Is greater, for each subsequent reinspection. Notice: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permit required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for Improvements to your property. If you intend to obtain financing, consult with your lender or an attorney before recording your notice of commencement." Complete Plans, Specifications add fee Must Accompany Application. All work shall be performed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. C(iRigAf.TOR SIGNATURE 11,11 :)r 1,:[ PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - B HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER CITY OF ZEPHYRHILLS — BUILDING DEPARTMENT RIGHT-OF-WAY USE PERMIT DATE: _ ""In2 _ PERMIT #: No construction under ground or above ground of any facility shall be accomplished on any City Rights of Way Without written approval from the City Building Department. Any application for approval of construction operations on any City owned Rights of Way shall furnish a detailed drawing showing the complete scope of the proposed work In triplicate to the office of the Building Official for approval prior to the commencement of any work. A copy of this permit Is to be kept readily available at the site of the work at all times. PARCEL ID #: Sedim233.Taeenhb2eS Reap21E CITY ROAD sihslrex a LOC,.ATION(Legal Description): A TRACTOF LAND LOCATED IN THE SOUTHEAST I/4 OF THE SOUTHEAST I/4 OF SECTION 3ANDTHE SOUTHWEST IN OF THE SOUTHWEST IN OF SECTION 2 AND IN THAT PORTION OF TRACT AOF TYSON SUBDIVISION. ACCORDING TO H RPUT TH PAGE 409, OF THE PUBLIC RECORDS. ALL IN TOWNSHIP 26 SOUTH, RANGE 21 EAST OF PASCO COUNTY, FLORIDA Permission is hereby granted to HckDlt an Cf —Pr sxaPrepmvm For the construction and maintenance of: The anneWen x 1,— the Tyson Teewwae M,Izbn to INe erh Street, Henry Ddw arts Fat King R—i Subject to the following conditions: 1. The construction and maintenance of such utility shall not interfere with the property and rights of a prior occupant. 2. All work shall be done In keeping with the standards of the City Streets Department and under the supervision of the City Building Official, who will be noted at least one day prior to commencement of construction. 3. All materials and equipment shall be subject to inspection by the City Building Official. 4. During construction all safety regulations of the Department of Transportation shall be observed and the City shall be relieved of all responsibility from damage of any nature arising from this permit. Subject to the same terms and conditions, the permit holder may take Such safety measures, including placing and display of caution signs, as it may deem necessary in conduct of construction and maintenance work hereunder. It is the responsibility of the permittes to???? 5. AN private and all City property shall be restored to its original condition as far as practical In the opinion of the City Building Official. 6. All underground crossing Installations shall be laid at such depth as may be specified by the City Building Official. 7. The sketch covering the details of this installation shall be made a part of this permit. This permit Is granted With the understanding that the applicant has notified all other utility users in the area covered by the permit and takes full responsibility for any damage Incurred by prior installations as a result of his operations in order that they may safe guard their interests. 8. It Is expressly stipulated that this permit Is a license for permissive use only and that the placing of facilities upon public property pursuant to this permit shall not operate to create or to vest any property right in sold holder. 9. Whenever the City decides to hither exploit the City Rights of Way, any or all said poles, wires, pipes, cables, or other facilities and appurtenances authorized hereunder, shall be immediately removed from said Rights of Way, or reset or relocated thereon as required by the City Building Official at the expense of the holder of this permit. 10. The holder shall save and keep the City harmless from any and all damages, claims, or Injuries that may occur by reason of the construction, maintenance, and operation of said facility. 11. The holder shell complete the requested work within days or this permit shall become null and void. In the event the work requested Is not completed upon the expiration date of this permit, the City shall have the right to complete such Work and to charge the holder of the permit for all coals incurred in completed said wok. 12. The holder shall post a cash or surety bond With the City Manager In the sum of $_ dollars to guarantee performance of the obligations herein, and to guarantee maintenance of the right-of-way described herein for a period of one (1) year following completion of the requested installation. In the event a surety bond is posted, the surety bond shall be made payable to the City and shall obligate the surety to hold the City harmless in the event the holder of this permit should fail to meet any of Its obligations hereunder. The bond shall also Indemnify the City for all court costs and reasonable attorneys fees In the event legal action is required to collect on said bond. SUBMITTED BY: (PERMITTEE). $Ngers-Pl.P-- Signature & Tittle David Schaffer Pe Address PO ant 5025 S-1o;V11b, Florida 34M Phone # s13-527-06n Ennall : caw®ales•M1•.�am APPROVED BY: CITY ,O,FsZ,E.PPHYRHILLS U1111lies SupowlsorfLJz—'1-7-2't [fRErp `1�I�6r�•`•�O � 4"z"'� Public Works _.. __.-- Date _ _ _— Building Dept Date City Manager Date CITY OF ZEPHYRHILLS — BUILDING DEPARTMENT RIGHT-OF-WAY USE PERMIT DATE: 111-V PERMIT M AID construction under ground or above ground of any facility shall be accomplished on any City Rights of Way without written approval from the City Building irtment. Any application for approval of construction operations on any City owned Rights of Way shall furnish a detailed drawing showing the complete de of the proposed Work in triplicate to the office of the Building Official for approval prior to the commencement of any work. A copy of this permit Is to be kept readily available at the site of the work at all times. PARCEL ID#:_--2ea.T—hip26S.Rare, 21F .CITY ROAD _alusvealAHwgD1. LOCATION (Legal Description): A TRACT OF LAND LOCATED IN THE SOUTHEAST I/4 OF THE SOUTHEAST 114 OF SECTION 3 AND THE SOUTHWEST 1/4 OF THE SOUTHWEST 114 OF SECTION 2 AND IN THAT PORTION OF TRACT A OF _ TYSON SUBDIVISION, ACCORGT PAGE 109, OF THE PUBLIC RECORDS, ALL IN TOWNSHIP 26 SOUTIL RANGE. 21 EAST OF PASCO COUNTY, FLORIDA Permission is hereby granted to For the construction and maintenance of: Subject to the following conditions: 1. The construction and maintenance of such utility shall not interfere with the property and rights of a prior occupant. 2. All work shall be done in keeping with the standards of the City Streets Department and under the supervision of the Clly Building Official, who will be notified at least one day prior to commencement of construction. 3. All materials and equipment shall be subject to inspection by the City Building Official. 4. During construction ail safety regulations of the Department of Transportation shall be observed and the City shall be relieved of all responsibility from damage of any nature arising from this permit. Subject to the same terms and conditions, the permit holder may take such safety measures, including placing and display of caution signs, as it may deem necessary in conduct of construction and maintenance work hereunder. It Is the responsibility of the permittee to ???? 5. All private and all City property shall be restored to Its original condition as for as practical In the opinion of the City Building Official. 6. All underground crossing installations shall be laid at such depth as may be specified by the City Building Official. 7. The sketch covering the details of this installation shall be made a part of this permit. This permit is granted With the understanding that the applicant has notified all other utility users in the area covered by the permit and takes full responsibility for any damage incurred by prior installations as a result of his operations in order that they may safe guard their interests. B. It is expressly stipulated that this permit is a license for permissive use only and that the placing of facilities upon public property pursuant to this permit shall not operate to create or to vest any property right in said holder. 9. Whenever the City decides to further exploit the City Rights of Way, any or all sold poles, wires, pipes, cables, or other facilities and appurtenances authorized hereunder, shall be Immediately removed from said Rights of Way, or reset or relocated thereon as required by the City Building Official at the expense of the holder of this permit. 10. The holder shall save and keep the City harmless from any and all damages, claims, or injuries that may occur by reason of the construction, maintenance, and operation of said facility. 11. The holder shall complete the requested work within _ days or this permit shall become null and void. In the event the work requested is not completed upon the expiration date of this permit, the City shall have the right to complete such work and to charge the holder of the permit for all costs incurred in completed said work. 12. The holder shall post a cash or surety bond with the City Manager in the sum of $ dollars to guarantee performance of the obligations herein, and to guarantee maintenance of the right-of-way described herein for a period of one (1) year following completion of the requested installation. In the event a surety bond is posted, the surely bond shall be made payable to the City and shall obligate the surety to hold the City harmless in the event the holder of this permit should fall to meet any of its obligations hereunder. The bond shall also Indemnify the City for all court Lasts and reasonable attorneys fees in the event legal action is required to collect on said bond. SUBMITTED BY: (PERMITTEE). Sleoel Slle Prep.II.A Signature & Title David Schaffer Pre Address POB-sots 01-ksvae. Fbrfda N604 Phone # 913527-0 79 Email:- D—Os,eeeldb.FOIA APPROVED BY: CITY OF 2EPHYRHILLS .in Supervisor / Dale Public Works `_ ems"` p .t -. ___ Date W tik1v22 Uf�l� ,� =.14� 9CL. Building Dept Date ' N J —,.—w— PRpos[RwArUPx j >w papposatu,rtuYSM'[ROMwn rwE \V—lIFL y(�O\—E ,v ,wavow.nR VR,"t l I � nwos wwc�mown a 1 0 �ii, vu.[Rula3v[uca — �. w 1 cru.rn strrr.: —R3GlsulCbf re roR u s un�m a Aos� a ewww J ••r rx[cm+rvaaf�R u[n ------ ......---------- ....----------e.www wwwwww.... wwww>•�w! f rim on 9 SIMON ON NO owl .um• uv�auv.nrn.-...,v.. Iresra. _- _ �T�.w • •... • -- _ � 1 , omim>..nvx.n vs u it 1_I — �O `��'i3� .. ViftsJ:l �1'?xi\�EDt'=. Ct, ���; ■■ `: , 3��'[< i� m`" t>p aa, 'ems" 'dam a e��l�■ e . � ■®;matl�l •i � A ■��i MAIL KIOSK . wR 3 rw v / F, ���� � Al\IT3USfb\'lC(TIII\TII I.CMTI\U NLYIIIILI:\tlP4:R 1 x /' (ro ,Ilt— � 3' —j' — � ,. iAPronl¢cl[v[,ro r.Vtl IX[94uluuRo[u,uq to oORlePrt b — 1 _ - ,ow �� .'v°I [rv[ ,,. —� n5 d6 STREE'I�vA �,.. iu, - _ .. AAA —M 1' I /� 9YSIO �i l (xR coviwcmxmRn uu xa•,xu[xcwuAxarR[x[eax(raovwnen � n•[n[,apRwelIX[w,3[R sra,[Rca[•,aR,xe waAewovxmuc,s[u \ n[v s,.>waX _ � _ _[_ � s ""'_ m .. '15'ES • J `;wS - [e,-...-•e.e: ruIXiA���'-. OWNHOMES I.tt,xW[m9(MMurwnwruu,��[wRr�wxxa( _ // tt,�,s, St—iiYuw,Ri'R"wrin[a. � J '��"ww.[ l xR, oL� ,woaxRx�,[e„nR[[� O?A�.- /•/ �.�,� __m•«_*w_.'� xwu lwA,..w Z:7-``C\ww..�nn;. J� • e,wIX,RAuacuuv.[n.[a.xo,.w[o.Aa�rora[IX,ua�ana.R ro Zc -'t'-"— _.. .. ZEPHYRHILLS ' ,xR.,xnnxcRartxus,•rinomvx.RR[rao Pp � \ y,Z� —__ FLORIDA To \PROPERTY rr@ LINE l UTILITY PLAN - �y n C-6.1 i —�-- ----------------- —i -- — — - -- — uT-- — — — — — --- � /•/ / ' ' STPEET E 1111TIB IN 6TA 0+00 TO RTA 1+Afl 9 9 4 s t i scut : r - ra 99 nanszo�ra.nmscTms u.nnu,wxr..um�rnwm� � c� ❑ .anscaa.c.�a�w.c....ra,acouc.wwa.w.wo �i� a 11 sw..raowccrou<�unu,wo w.c.vu o...cm u,mm�.rwco,r V;y ,o mccm IA 3 ZEPHYRHILLS, FLORIDA UTILITY DETAILS C-6.7 �T Base cascade = Double 16" BCI® 4500s-1.8 PASSED 1st FloorTloor JoistslFJ1(i2272) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ1(i2272) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 19-05-12 131 B2 Total Horizontal Product Length = 19-05-12 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 2-3/8" 854 / 0 213 / 0 B2, 2-3/8" 1122 / 0 280 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 41 10 n\a View Fill) 2 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-10-10 Top 39 10 n\a View Fill) 3 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 16-00-06 19-05-12 Top 41 10 n\a View Fill) 4 FJ2(i2006) 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 L/868 (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 {" Base cascade Double 16" BCI® 4500s-1.8 PASSED 1st Floor\Floor Joists\FJ1(i2272) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ 1 (i2272) 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 -LAW, VERSA -RIM PLUS®, Page 2 of 9 BoiwCasca& = Double 16" BCI® 4500s-1.8 PASSED 1st Floor\Floor Joists\FJ2(i2253) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i2253) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: l 04-04-08 61 132 Total Horizontal Product Length = 04-04-08 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1,2" 422/0 106/0 B2, 4" 871 / 0 21810 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FJ5(i2010) Conc. Pt. (Ibs) L 01-09-11 01-09-11 Top 635 159 n\a 2 FJ5(i2023) Conc. Pt. (Ibs) L 03-09-11 03-09-11 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 B0i"caW.%W Double 16" BCI® 4500s-1.8 PASSE® ENGMCREJWC OPQDUM 1st Floor\Floor Joists\FJ2(i2253) (Floor Joist) BC Design Engine Member Report Dry 1 1 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i2253) 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. 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 CALCO analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALCO, BC FRAMER@ , AJSTM' ALLJOISTO , BC RIM BOARD TM, BCIO , BOISE GLULAMTM, BC FloorValue@, VERSA -LAW, VERSA -RIM PLUS@ , Page 4 of 9 1* 1 Base cascade = Single 16" BCI® 6000s-1.8 PASSED 1*1 1st Floor\Floor JoistslFJ3(i2087) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ3(i2087) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 131 1 19-05-12 Total Horizontal Product Length = 19-05-12 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 B2 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC11 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 19-05-12 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 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material 131 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified 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 5 of 9 Boise C = Single 16" BCI® 6000s-1.8 PASSED iNGMECHED NMO HHOGJGTS 1st Floor\Floor Joists\FJ4(i2068) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i2068) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 1 h ® 15� 11-04-02 1311 B2 Total Horizontal Product Length = 19-05-12 08-01-10 133 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 FC11 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 L/999 (0.043") n\a n\a 2 05-06-08 Live Load Deflection L/999 (0.035") n\a n\a 9 05-06-08 Total Neg. Defl. L/999 (-0.003") n\a n\a 2 14-01-08 Max Defl. 0.043" n\a n\a 2 05-06-08 Span / Depth 8.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 2-5/16" 499 Ibs 10.4% 37.3% Unspecified B2 Wall/Plate 3-1/2" x 2-5/16" 1189 Ibs 16.8% 44.9% Unspecified B3 Wall/Plate 2-3/8" x 2-5/16" 358 Ibs 7.5% 26.8% Unspecified Page 6 of 9 Ak 6oisecascac Single 16" BCI® 6000s-1.8 PASSED 1st Floor\Floor Joists\FJ4(i2068) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1 st Floor\Floor Joists\FJ4(i2068) 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 7 of 9 Base cascade � Single 16" BCI® 6000s-1.8 PASSED 1st Floor\Floor Joists\FJ5(i2077) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ5(i2077) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 1 15-11-04 Total Horizontal Product Length = 15-11-04 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 2-3/8" 637 / 0 159 / 0 B2, 2-3/8" 637 / 0 15910 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End_ Loc. 100% 90% 115% 160% 125% 1 FC11 Floor Decking (Plan Unf. Lin. (Ib/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 Disclosure % Allow Bearing Supports Dim. (LxW) Value Support % Allow Member Material Use of the Boise Cascade Software is subject to the terms of the End User 61 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified License Agreement (EULA). B2 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% 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 (L/480) 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 engineered wood products must be in Design based on D Service Condition. 9 Dry 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 BOARD TM, BCI® , BOISE GLULAMTM, BC FloorValue®, VERSA -LAM®, VERSA -RIM PLUS®, Page 8 of 9 Boise cascade Single 16" BCI® 6000s-1.8 PASSED 1st Floor\Floor Joists\FJ6(i2188) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ6(i2188) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 1 03-08-14 Total Horizontal Product Length = 03-08-14 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 3-1/2" 52 / 0 13 / 0 B2, 2-3/8" 58 / 0 15 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% _ 125% _ 1 FC11 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 (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 CALCO analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC@, BC FRAMERO , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCI@ , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@), VERSA -RIM PLUS@ , Page 9 of 9 Bci"Cascade = Double 16" BCI® 4500s-1.8 PASSED GNG'INF.[NEA WCk304+HCYlUCi�. 1st Floor\Floor Joists\FJ1(i2272) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ 1(i2272) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 61 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 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 41 10 n\a View Fill) 2 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-10-10 Top 39 10 n\a View Fill) 3 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 16-00-06 19-05-12 Top 41 10 n\a View Fill) 4 FJ2(i2006) 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 U694 (0.332") 34.6% n\a 1 10-00-00 Live Load Deflection L/868 (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 MSG cascade` W�_f Double 16" BCI® 4500s-1.8 PASSED 1st Floor\Floor Joists\FJ1(i2272) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ1(i2272) 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 BOARDTM, BCI® , BOISE GLULAMTP°, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 2 of 9 Eloise Cascade Double 16" BCI® 4500s-1.8 PASSED 1st Floor\Floor Joists\FJ2(i2253) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1 st Floor\Floor Joists\FJ2(i2253) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 04-04-08 B1 B2 Total Horizontal Product Length = 04-04-08 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(i2010) Cone. Pt. (Ibs) L 01-09-11 01-09-11 Top 635 159 n\a 2 FJ5(i2023) Cone. Pt. (Ibs) L 03-09-11 03-09-11 Top 648 162 n\a Controls Summary Value %Allowable Duration Case Location Pos. Moment 885 ft-Ibs 10.8% 100% 1 01-09-10 End Reaction 1089 Ibs 36.9% 100% 1 04-04-08 End Shear 1089 Ibs 27.6% 100% 1 04-00-08 Total Load Deflection L/999 (0.006") n\a n\a 1 01-09-10 Live Load Deflection L/999 (0.005") n\a n\a 2 01-09-10 Max Defl. 0.006" n\a n\a 1 01-09-10 Span / Depth 3.0 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Hanger 2" x 3-1/2" 528 Ibs 31.7% 18.3% IUS3.56/16 B2 Wall/Plate 4" x 3-1/2" 1089 Ibs 8.9% 36.9% Unspecified Cautions Hanger IUS3.56/16 requires (14) 10d face nails, (2) 10dx1.5 joist nails. Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCI® 4500s-1.8 applications with side load or unevenly distributed top load require filler blocks and fasteners. See Boise Cascade Technical Note IJ-13 for further information. Web stiffeners (WSb) are required depending upon actual reaction, hanger type, or other web stiffener requirement at bearing(s) B1. Header for the hanger IUS3.56/16 is a Double 16" 1-joist. Page 3 of 9 Base Cascade Double 16" BCl® 4500s-1.8 PASSED 1st FloorTloor JoistslFJ2(i2253) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i2253) 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. 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 CALCO analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALCO, BC FRAMERO , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCIO , BOISE GLULAMTM, BC FloorValueO , VERSA -LAM@, VERSA -RIM PLUS@ , Page 4 of 9 /T\I3olwCasca&= Single 16" BCI® 6000s-1.8 PASSED 1st Floor\Floor Joists\FJ3(i2087) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ3(i2087) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 19-05-12 Total Horizontal Product Length = 19-05-12 Reaction Summary (Down / Uplift) (Ibs) _Bearing Live Dead Snow Wind Roof Live B1, 2-3/8" 779 / 0 195 / 0 B2, 2-3/8" 779 / 0 195 / 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 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 rl 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 19-05-12 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% rl 1 09-08-10 Span / Depth 14.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified 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 CALCO analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALCO, BC FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARD TM, BCI@), BOISE GLULAMTM, BC FloorValue@ , VERSA-LAMO, VERSA -RIM PLUS@ , Page 5 of 9 Boise c = Single 16" BCI® 6000s-1.8 PASSED E!IGiRE[REDWOOD PRCDI)GTC 1 st Floor\Floor Joists\FJ4(i2068) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1 st Floor\Floor Joists\FJ4(i2068) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 1 ni 11-04-02 08-01-10 61 62 B3 Total Horizontal Product Length = 19-05-12 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 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 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 14-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 1179 ft-Ibs 21.5% 100% 2 04-11-13 Neg. Moment -1066 ft-Ibs 19.4% 100% 1 11-04-02 End Reaction 499 Ibs 37.3% 100% 2 00-00-00 Int. Reaction 1189 Ibs 44.9% 100% 1 11-04-02 End Shear 479 Ibs 22.0% 100% 2 00-02-06 Cont. Shear 641 Ibs 29.5% 100% 1 11-02-06 Hole #1 Shear 326 Ibs 54.0% 100% 4 08-00-00 Hole #2 Shear 268 Ibs 44.3% 100% 1 14-00-00 Total Load Deflection L/999 (0.043") n\a n\a 2 05-06-08 Live Load Deflection L/999 (0.035") n\a n\a 9 05-06-08 Total Neg. Defl. L/999 (-0.003") n\a n\a 2 14-01-08 Max Defl. 0.043" n\a n\a 2 05-06-08 Span / Depth 8.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 2-5/16" 499 Ibs 10.4% 37.3% Unspecified B2 Wall/Plate 3-1/2" x 2-5/16" 1189 Ibs 16.8% 44.9% Unspecified B3 Wall/Plate 2-3/8" x 2-5/16" 358 Ibs 7.5% 26.8% Unspecified Page 6 of 9 Base Cascade Single 16" BCI® 6000s-1.8 PASSED 1st FloorlFloor Joists\FJ4(i2068) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i2068) 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 (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 BOARD TM, BCI@ , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUSO , Page 7 of 9 Boise cascade° Single 16" BCI® 6000s-1.8 [PASSED arviveaen sucro � xr .cca 1 st Floor\Floor Joists\FJ5(i2077) (Floor Joist) BC Design Engine Member Report Dry 1 1 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1 st Floor\Floor Joists\FJ5(i2077) 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 B1, 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 FC11 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 H 02 12-00-00 8" L 12" 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 (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 CALCO analysis is based on IBC 2015. Calculations assume member is fully braced. Circular Horizontal Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC@, BC FRAMERO , AJSTM, ALLJOISTO , BC RIM BOARD T"', BCI@ , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ , Page 8 of 9 tsN Bois Cascade Single 16" BCI® 6000s-1.8 PASSED 1 st Floor\Floor Joists1FJ6(i2188) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ6(i2188) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 1 03-08-14 Total Horizontal Product Length = 03-08-14 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1,3-1/2" 52/0 13/0 B2, 2-3/8" 58 / 0 15 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC11 Floor Decking (Plan Unf. Lin. (Ib/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 (L/240) Total load deflection criteria. Disclosure Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. 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®, AJSTP ' ALLJOIST®, BC RIM BOARD TM, BCI® , BOISE GLULAMTM, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 9 of 9 BEARING HEIGHT 56HEDULE Products PIoLID Length Product Plies Net OLy Fab FJ1 20-00-00 16" BCI 4500s-1.8 2 14 MFD FJ2 5-00-00 16" BCI 45005-1.8 2 14 MFD FA 20-00-00 16" BCI 6000s-1.8 1 77 MFD FJ4 20-00-00 16- BCI 6000s-1.8 1 14 MFD FJ5 16-00-00 16 BCI 6000s-1.8 1 49 MFD FJ6 4-00-00 16" BCI 6000s-1.8 1 7 MFD Rm 1 12-00-00 1-1 /8" x 16" BC RIM BORRD OSB 71 FF Bkl 2-00-00 16" BCI 6000s-1.8 1 70 FF Connector Summary Oty Manuf Product Flange Supported Mbr Fastener1op Nails Supporting Mbr Fastener-Rncker Blocks Web Stiff Skew Slope Sup 14 Simpson IUS2.37/16 None - - - No No - - SCL 7 Simpson IUS3.56/16 None - - - No No - - SCL ing Mtl Supported Mil 16" BCI 6000s-1.8 2- 16 BCI 4500s 1.8 Hanger List 111 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTE5: 1.) REFER TO HID 91 (RECOMMEM)ATION5 FOR HANDLING INSTALLATION AND TEMPORARY DRACING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT DRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRACING REQUIREMENT', 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DE5IGNED FOR 2' o.c. MAXIMUM SPACING. UNLE55 OTHERWISE NOTED. 5.) ALL WALL5 5HOWN ON PLACEMENT PLAN ARE CONZlOERED TO DE LOAD DEARING. UWE55 OTHERW15E NOTED, 6.) 5Y42 TRU55E5 MU5T DE INSTALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGER5 TO DE 51MP50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGERS TO DE 51MP5ON THA422 UNLE55 OTHERW15E NOTED, 8.) DEAMIHEADER/LINTEL (HDR) TO DE FURN15HEP DY BUILDER. 5HOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50LE 5OL96E FOR FADRICATION OF TRU55E5 AND VOID5 ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUTS REVIEW AND APPROVAL OF THI5 LAYOUT M8T DE RECEIVED BEFORE ANY TRU55E5 WILL DE DUILT. VERITY ALL CONDITION5 TO INSURE AGAINST 6HAN6E5 THAT WILL RE5ULT IN EXTRA CHARGES TO YOU. dqueeted Delirery Dote Errored /E: Det<: Builders 6AFirstSource Orlando PHONE: 407-&51-2100 FAX: 407-551-7111 Plant City PHONE: 613-75cl-5Q51 FAX: &13-752-1532 Starlight Homes EL Tyson TH 7Unit A AL ADDRESS Lot 27-33 E: 101RA"i0cyk 5-23-23