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HomeMy WebLinkAbout38087-38101 Elby Ln (2)MII� MiTek' RE: TTH34-37 - Site Information: Customer Info: Starlight Homes Lot/Block: 34-37 Address: ., . City: Xephyrhills 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: TTH34-37 Model: 4 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 25 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that 1 am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T30641891 C1A 5/25/23 2 T30641892 C3A 5/25/23 3 T30641893 CA 5/25/23 4 T30641894 CJ3 5/25/23 5 T30641895 EJ5 5/25/23 6 T30641896 HJ5 5/25/23 7 T30641897 T01 5/25/23 8 T30641898 T02 5/25/23 9 T30641899 T03 5/25/23 10 T30641900 T04 5/25/23 11 T30641901 T04A 5/25/23 12 T30641902 T05 5/25/23 13 T30641903 T05A 5/25/23 14 T30641904 T06 5/25/23 No. Seal# Truss Name Date 15 T30641905 T06A 5/25/23 16 T30641906 T07 5/25/23 17 T30641907 T07A 5/25/23 18 T30641908 T09 5/25/23 19 T30641909 T10 5/25/23 20 T30641910 T10A 5/25/23 21 T30641911 V03 5/25/23 22 T30641912 VO4 5/25/23 23 T30641913 V05 5/25/23 24 T30641914 V06 5/25/23 25 T30641915 V11 5/25/23 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. PQU I N VFW -* J* i ,�� ,O . • GE'N, No 68182 3 STATE OF :�� •�� �''��S 0 N A� .���� Joaquin Velez PE No.68182 MiTek Inc. DBA MiTek USA FL Cert 6634 16023 Swingley Ridge Rd Chesterfield, MO 63017 Date: May 25,2023 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply T30641891 TTH34-37 C1A Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:33 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-0 1-7-10 , Scale = 1:9.0 2x4 = 1-7-10 1-7-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code 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 puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=82(LC 12) Max Uplift 3=-26(LC 9), 2=-122(LC 12) Max Grav 3=31(LC 17), 2=132(LC 1), 4=32(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=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. Joaquin Velez PE No.68182 MiTek Inc. DBA MiTek USA Fl. Cert 6634 16023 Saingiey RWge Rd. Chesterfleid. MO 63017 Date: May 25,2023 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 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 Oty iPly T30641892 TTH34-37 C3A Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:34 2023 Page 1 I D:tPuYCeVfOTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-0-0 3-3-10 1-0-0 3-3-10 Scale = 1:13.2 2x4 = 3-3-10 3-3-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=126(LC 12) Max Uplift 3=-80(LC 12), 2=-138(LC 12) Max Grav 3=81(LC 17), 2=188(LC 1), 4=62(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; 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 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=1b) 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. Joaquin Velez PE No.68182 MITek Inc. DBA MiTek USA FL Cert. 6634 16023 5wingley Ridge Rd. ChesterfleW, W 63017 DO.: May 25,2023 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 any 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 Qual)ly Criteria, DS049 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 T30641893 TTH34-37 CJ1 Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:35 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-0 1-4-14 1-0-0 1-4-14 Scale = 1:7.4 2x4 = 1-4-14 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 0.02 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-14 oc puriins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=65(LC 12) Max Uplift 3=-17(LC 9), 2=-129(LC 12) Max Grav 3=19(LC 17). 2=127(LC 1), 4=27(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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. Josquis Velez PE ivo.68182 MiTek lac. DBA NUTek USA FL Cert 6634 16023 Serisgley Ridge Rd. Chesterfield, MO 63017 DO.: May 25,2023 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Quality Criteria, DSB-89 and SCSI 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 T30641894 TTH34-37 CJ3 Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:36 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-0 3-9-11 1-0-0 + 3-9-11 Scale = 1:12.4 2x4 = 3-9-11 3-9-11 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 0.35 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP 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. 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 3-8-15 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. Joaquin Velez PE No.68182 MiTek Inc. DBA NnTek tTSA FL Cert 6634 t6023 S%Ingley Ridge Rd. Chesterfield, MO 63017 Date: May 25,2023 A WARNING -Verity 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, noe 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 ANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety In/onstation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641895 TTH34-37 EJ5 Jack -Open 34 1 Job Reference (optional) Builders FirstSource (Tampa, FL) Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:37 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJC?f 1-0-0 5-0-0 1-0-0 5-U 3x4 = Scale = 1:17.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.76 BC 0.28 WB 0.00 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) -0.03 2-4 >999 240 Vert(CT) -0.06 2-4 >909 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=173(LC 12) Max Uplift 3=-137(LC 12), 2=-155(LC 12) Max Grav 3=134(LC 17), 2=247(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=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. Joaquls Velez PE No.68182 MiTek Inc. DBA NUTek USA FL Cert 6634 16023 Swt gley Ridge Rd. Chesterfield, MO 63017 DO.; May 25,2023 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 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 ANSI/TP/1 Quality Crkeria, 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 T30641896 TTH34-37 HJ5 Diagonal Hip Girder 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, -1-6-12 1 F-12 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 TCDL 7.0 Lumber DOL 1.25 BC 0.76 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-4-9, 4=Mechanical Max Horz 2=172(LC 8) Max Uplift 3=-180(LC 8), 2=-283(LC 8) Max Grav 3=183(LC 1). 2=388(LC 1), 4=148(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:38 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f 7-8-13 , Scale = 1:17.2 7-8-13 DEFL. in floc) I/deft L/d PLATES GRIP Vert(LL) 0.15 2-4 >603 240 MT20 244/190 Vert(CT) -0.33 2-4 >276 180 Horz(CT) -0.00 3 n/a n/a Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 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 1-6-10, 8 lb down at 2-6-11, and 27 lb down at 4-8-1, and 23 lb down at 5-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 7=-3(F) 8=-2(B) 11=-5(F) 12=-5(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. Joaquin Velez PE No.68182 MITek Inc. DBA NJITek USA FL Cert 6634 16023 Swtogley Ridge Rd. Chesterfield, MO 63017 Date: May 25,2023 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 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 T30641897 TTH34-37 T01 Hip Girder 2 Job Reference (optional) Builders rlrstbource (I ampa, t-L), I ampa, F L - 335b4, 8.b30 s Nov 19 2022 MI I eK Industries, Inc. Wed May 24 11:27:45 2023 Page 1 I D:tPUYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-0-0 6-26 11 4-12 16-5-0 21 6-0 26Fi-10 31-7 4 36-9-10 43-0-0 44-0 p -0 6-2 6 5-2 6 5-0-10 5-0-10 5-0-10 5-0-10 5-2-0 6-2 6 -0 5.00 12 6x8 = 2x4 II 3 21 22 4 23 4x8 = 7x8 = 4x8 = 2x4 11 6x8 = 24 5 2526 27 6 28 2930 7 31 32 8 33 34 9 Scale = 1:73.6 1 N Io 0 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 11 4-12 16-5 6 21 6-0 266-10 31-7 4 36-9-10 43-0-0 6-2-0 5-2-0 5-0-10 5-0-10 5-0-10 5-0-10 5 2-0 6-2-0 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [3:0-2-12,0-4-0], [6:0-4-0,0-4-8], [9:0-2-12,0-4-0], [10:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.82 16 >625 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.96 16 >534 180 BCLL 0.0 Rep Stress Incr NO WS 0.72 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 531 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. 3-6,6-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=94(LC 24) Max Uplift 2=-1645(LC 8), 10=-1722(LC 8) Max Grav 2=2532(LC 1), 10=2602(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5972/3778, 3-4=-8812/5811, 4-5=-8810/5809, 5-6=-11509/7662, 6-7=-11509/7662, 7-8=-8924/5934, 8-9=-8926/5936, 9-10=-6152/3976 BOT CHORD 2-20=-3371/5458, 19-20=-3370/5475, 17-19=7060/10895, 16-17=-7060/10895, 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=-454/643, 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 I Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 2=1645, 10=1722. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE Ne.68182 MITek Inc. DBA NUTek USA FL Cert 6634 16023 Sivingley Ridge Rd. Cbesterfleld. 3i0 63017 Date: May 25,2023 0 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 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!Tek° 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 ANS117P11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd SafelyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641897 TTH34-37 T01 Hip Girder 2 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:45 2023 Page 2 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJC?f NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 158 lb up at 6-2-6, 125 lb down and 153 lb up at 8-3-2, 125 lb down and 153 lb up at 10-3-2, 124 lb down and 153 lb up at 12-3-2, 124 lb down and 153 lb up at 14-3-2, 124 lb down and 153 lb up at 16-3-2, 124 lb down and 153 lb up at 18-3-2, 124 lb down and 153 lb up at 20-3-2, 124 lb down and 153 lb up at 21-6-0, 124 lb down and 153 lb up at 22-8-14, 124 lb down and 153 lb up at 24-8-14, 124 lb down and 153 lb up at 26-8-14, 124 lb down and 153 lb up at 28-8-14, 124 lb down and 153 lb up at 30-8-14, 125 lb down and 153 lb up at 32-8-14, and 125 lb down and 153 lb up at 34-8-14, and 225 lb down and 372 lb up at 36-9-10 on top chord, and 141 lb down at 6-2-6, 56 lb down at 8-3-2, 56 lb down at 10-3-2, 56 lb down at 12-3-2, 56 lb down at 14-3-2, 56 lb down at 16-3-2, 56 lb down at 18-3-2, 56 lb down at 20-3-2, 56 lb down at 21-6-0, 56 lb down at 22-8-14, 56 lb down at 24-8-14, 56 lb down at 26-8-14, 56 lb down at 28-8-14, 56 lb down at 30-8-14, 56 lb down at 32-8-14, and 56 lb down at 34-8-14, and 141 lb down at 36-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-11=-54, 2-10=-20 Concentrated Loads (lb) Vert: 3=-68(B) 9=-167(B) 20=-88(B) 5=-68(8) 17=-28(8)16=-28(B)6=68(8)15=-28(B)7=-68(B) 12=-88(B) 21=-68(B) 22=-68(B) 23=-68(B) 24=-68(B)25=-68(B) 27=-68(B) 28=-68(8) 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(8)39=-28(B) 40=-28(B) 41 =-28(B) 42=-28(B) 43=-28(B) 44=-28(B) 45=-28(B)46=-28(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 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 �m 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 ANSIITP11 Quality Criteria, DSO-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 T30641898 TTH34-37 T02 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:47 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJC?f -,1-0-Q 5-1-7 8-7-3 15-1-10 21�-0 27-10-6 34-4-13 37-10-9 43-0-0 4,4-0-0 0 5-1-7 3-512 66-7 6,6 64-0 6-0-7 3-5-12 5-1-7 -0 3x4 = 5x6 = 4x6 = 5.00 12 3x4 = 3x4 = 5x6 = 4 21 522 23 6 7 24 825 26 9 0 Scale = 1:73.6 5x8 = 18 17 16 15 14 13 5x8 = 4x8 = 6x8 = 4x4 = 17-7-10 25-4-6 4x4 = 6x8 = 34-4-13 4x8 = 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. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.63 15-16 >811 240 -0.87 15-16 >591 180 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 pudins. 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 11) Max Uplift 2=-943(LC 12), 11=-943(LC 12) Max Grav 2=1642(LC 1), 11=1642(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-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 BOT CHORD 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 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, Interior(1) 14-8-3 to 34-4-13, Exterior(2R) 34-4-13 to 40-5-12, Interior(1) 40-5-12 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 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 Qt=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. Joaquin Velez PE No.68182 MiTek Inc. DBA MiTek lrSA FL Cert 6634 16023 Sxlugley Ridge Rd. Chesterfield, MO 63017 Date: May 25,2023 -- ' 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 ony 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 andfor chord members only. Additional temporary and permanent bracing M iTe kT 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 ANSI7rPlf 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 T30641899 TTH34-37 T03 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:49 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f �1 0 Q 6-0-5 11-0-0 18-0-9 24-11-7 32-0-0 365-11 43-0-0 4A-0 p o 6-0-5 45-11 7-0-9 6-10-13 7-0-9 4-5-11 6-0-5 -0 5x8 = 2x4 11 5.00 12 4 21 22 5 23 5x8 = 24 6 25 5x6 = 726 Scale = 1:73.7 3x6 - 18 17 16 15 14 13 12 11 3x6 2x4 II 3x4 = 4x6 = 3x10 = 2x4 11 5x6 = 3x8 = 2x4 11 6-0-5 11-0-0 18-0-9 24-11-7 32-0-0 36-5-11 , i 00 i 6-6-5 45-11 7-0-9 6-10-13 7-0-9 4-5-11 6-6-5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 TCDL 7.0 Lumber DOL 1.25 BC 0.94 BCLL 0.0 Rep Stress Incr YES WB 0.75 BCDL 10.0 Code FBC2020ITP12014 Matrix-SH 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 10) Max Uplift 2=-943(LC 12), 9=-943(LC 12) Max Grav 2=1642(LC 1), 9=1642(LC 1) DEFL. in floc) I/defl L/d PLATES GRIP Vert(LL) 0.52 14-15 >988 240 MT20 244/190 Vert(CT) -0.73 14-15 >699 180 Horz(CT) 0.23 9 n/a n/a Weight: 218 lb FT = 20%u 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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=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. Joaquin Velez PE No.68182 MiTek rnc. DRA MiTek USA FL Cert 6634 16023 Se7ngley Ridge Rd. Chesterfield, MO 63017 Date: May 25,2023 0 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 property incorporate this design into the overall 11 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV I 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 ANSI/Tp/f 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 T30641900 TTH34-37 T04 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:51 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-0-0 7-0-5 13� 13 18-9-10 24-2 6 29-7-3 35-11-11 43-0-0 44-0 p -0 7-0-5 6 4 8 5 4-13 5�-13 511-13 6-4-8 7-0-5 - 0 0 5x6 = I�T.reliti 3x4 = 5 20 3x4 = 3x6 = 6 7 5x6 = 8 Scale = 1:73.9 3x8 = 18 17 �o " " " `y " �y 13 12 3x8 = 2x4 11 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 2x4 11 7-0-5 13�-13 21-6-0 29-7-3 35-11-11 43-0-0 7-0-5 6 4 8 8-1-3 8-1-3 6-4-8 7-0-5 Plate Offsets (X Y)-- [2:0-4-2 0-1-81,[4:0-3-0,0-2-41,[8:0-3-0 0-2-41,[10:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.41 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.71 15-17 >724 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-191(LC 10) Max Uplift 2=-943(LC 12), 10=-943(LC 12) Max Grant 2=1861(LC 17), 10=1861(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3963/2094, 3-4=-3216/1782, 4-5=-2947/1724, 5-7=-3388/1933, 7-8=-2947/1720, 8-9=-3216/1778,9-10=-3964/2090 BOT CHORD 2-18=-1811/3722, 17-18=-1811/3722, 15-17=-1592/3365, 13-15=-1587/3312, 12-13=-1819/3579, 10-12=-1819/3579 WEBS 3-18=0/276, 3-17=-784/507, 4-17=-405/963, 5-17=-654/357, 5-15=0/254, 7-15=0/254, 7-13=-654/360, 8-13=-406/963, 9-13=-785/507, 9-12=01276 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Extedor(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 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. Jesquts Velez PE No.68192 MIT& Inc. DBA NETek USA FL Ceti 6634 16023 S.Ingley Ridge Rd. Chesterfield, MO 63017 Date: May 25,2023 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 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 City Ply T30641901 TTH34-37 T04A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:53 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-0 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� 8 5�-13 5 4-13 5 4-13 6-4-8 7-0-5 0 0 5x6 = 3x4 = 19 5 20 3x4 = 3x6 = 6 7 5x6 = 8 Scale = 1:73.8 3x8 = 17 16 10 « Zs 14 G4 Lo -la 12 11 3x8 = 2x4 11 3x8 = 06 = 3x4 = 4x6 = 3x8 = 2x4 11 Plate Offsets (X Y)-- [2:0-4-2,0-1-8][4:0-3-0,0-2-4],[8:0-3-0,0-2-4],[10:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.41 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.71 12-14 >723 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-3-8, 2=0-3-8 Max Horz 2=190(LC 11) Max Uplift 10=-857(LC 12), 2=-944(LC 12) Max Grav 10=1807(LC 18), 2=1861(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3964/2102, 3-4=-3217/1790, 4-5=-2948/1731, 5-7=-3390/1945, 7-8=-2951/1723, 8-9=-3220/1794, 9-10=-3964/2100 BOT CHORD 2-17=-1855/3714, 16-17=-1855/3714, 14-16=-1622/3358, 12-14=-1637/3305, 11-12=-1846/3592, 10-11=-1846/3592 WEBS 3-17=0/276, 3-16=-784/507, 4-16=-405/964, 5-16=-655/358, 5-14=0/255, 7-14=0/253, 7-12=-654/357, 8-12=-416/965, 9-12=-793/515, 9-11=0/277 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 13-4-13, Exterior(21R) 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 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) 10=857, 2=944. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek Inc. DBA MiTek L1SA FL Cert 6634 16023 Swingley Ridge Rd. Chesterfield, MO 63017 Date: May 25,2023 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 ANSIITP11 Qualily Criteria, DSB-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 T30641902 TTH34-37 T05 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:55 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSg PgnL8w3ulTXbGKWrCDoi7J4zJC?f -,1-0-0 84- , 15-9-10 21.6-0 27-2-6 34-7-12 43-0-0 -0 -0 8-4-4 75-5 5-8 6 5 8-0 75-5 844 Vim dI1 0 5.00 rl2 5x8 = 2x4 II 5x8 = 5 18 6 1920 21 7 Scale = 1:75.2 3x8 = 16 15 Lb 14 L4 13 12 3x8 = 2x4 11 5x6 = 3x8 = 5x6 = 2x4 11 844 15-9-10 21-0-0 27-2.6 34-7-12 43-0-0 r 844 7-5-5 5 BE 5 6 6 7-5-5 844 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/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.36 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.56 14-15 >920 180 BCLL 0.0 * Rep Stress Incr YES WB 0.36 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC20201iP12014 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=0/345, 3-15=-980/593, 5-15=-210/669, 5-14=-198/447, 6-14=-337/305, 7-14=-198/447, 7-13=-210/670, 9-13=-981/593, 9-12=0/345 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; End., GCpi=0.18: MWFRS (directional) and C-C Extehor(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Extehor(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Extedor(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 44-0-0 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 Qt=lb) 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 Joaqulu Velez PE No.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." MITek Inc. DBA NBTek USA FL Cert 6634 16023 Swingiey Ridge Rd. ChesterfleM, b10 63017 Date: May 25,2023 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 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 ANS//1'PI1 Qual/ty Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Sa/ery Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641903 TTH34-37 T05A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:57 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJC?f 01-0 Q 8-4 4 15-9-10 21-0-0 27-2-6 34-7-12 43-M 0 8-4-4 7-5-5 5 8-0 5 BE 7-5-5 8-4-4 Scale = 1:75.1 5.00 12 5x8 = 2x4 11 5x8 = 5 17 6 18 19 20 7 3x8 = 15 14 1dZ 13 Ld 12 11 3x8 = 2x4 11 5x6 = 3x8 = 5x6 = 2x4 11 Iv. 0 8 4 4 15-9-10 21 6-0 27-2-0 34-7-12 43-0-0 75S 5-8-0 S-B-0 75-5 B-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],[8:0-0-0,0-0-0],[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 floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.36 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.56 12-13 >918 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 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 Grant 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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Extedor(2R) 27-2-6 to 33-3-6, Intedor(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 Joaquin Velez PE No.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." MiTek iac. DBA MiTek USA FL Cert 6634 16023 Sw1a81ey Ridge Rd. CheateMeld, MO 63017 Date: May 25,2023 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safety /ntormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641904 TTH34-37 T06 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:59 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlG UH-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrC Doi7J4zJC?f 1 0 Q 66-0 12�-3 18-2-G 24-9-10 30-7-13 361-0 43-0-0 4,4-0 p 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 65-0 0- 5x6 = 5.00 12 6 20 5x8 = 721 Scale = 1:75.2 3x8 = io — — a 16 co 15 v+ co a 3x8 3x4 = 4x6 = 3x8 = 3x4 = 46 = 3x4 = 95-2 18-2-6 24-9-10 33-6-14 43-0-0 95-2 8-9-5 6-7-3 8-9-5 95-2 Plate Offsets (X,Y)-- [2:0-4-2,0-1-8], [6:0-3-0,0-2-4], [7:0-5-12,0-2-8], [11:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 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 n/a BCDL 10.0 Code FBC2020/rPI2014 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 purlins. 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 11) Max Uplift 2=-943(LC 12), 11=-943(LC 12) Max Grav 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=-3692/1963, 5-6=-2723/1603, 6-7=-2481/1552, 7-8=-2733/1603, 8-10=-3702/1963,10-11=-3943/2082 BOT CHORD 2-18=-1800/3760, 16-18=-1470/3172, 15-16=-1093/2484, 13-15=-1483/3010, 11-13=-1813/3578 WEBS 3-18=-333/332, 5-18=-192/687, 5-16=-820/522, 6-16=-296/753, 7-15=-297/836, 8-15=-820/522, 8-13=-192/687, 10-13=-333/332 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 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 This item has been plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. Using a Digital Signature. 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. Printed Copies of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Signed and Sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) SI nature must be verified 2=943, 11=943. g 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any on any electronic copies. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Josquis Velez PE No.68182 MiTek Inc. DBA NSTek USA FL Cert. 6634 16023 Swiugley Ridge Rd. Chesterfield, MO 63017 DAt.: May 25,2023 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 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 ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safety Informatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641905 TTH34-37 T06A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:01 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJC?f 12-0-3 18-25 24-9-10 30-7-13 36E-0 43-0-0 -0- 6_. 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 aI 0 5.00 12 5x6 = 6 19 5x8 = 720 Scale = 1:75.1 3x8 _ l/ LL 143 10 15 L4 14 13 L7 .0 1L 3x6 = 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 3x4 = 95-2 18-2-6 24-9-10 33-6-14 43-M 95-2 8-9-5 + 6-7-3 8-9-5 95-2 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 TCDL 7.0 Lumber DOL 1.25 BC 0.98 BCLL 0.0 * Rep Stress Incr YES WB 0.99 BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except* 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=253(LC 11) Max Uplift 2=-944(LC 12), 11=-857(LC 12) Max Grav 2=1873(LC 17), 11=1822(LC 18) DEFL. in (loc) I/defi L/d PLATES GRIP Vert(LL) -0.40 12-14 >999 240 MT20 244/190 Vert(CT) -0.70 12-14 >734 180 Horz(CT) 0.20 11 We n/a Weight: 221 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc pudins. 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Extedor(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=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." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek Inc. DBA NUTek USA £L Cert 6634 16023 Swlogley Ili Rd. ChesterfleK 410 63017 Date: May 25,2023 A WARNING - Verity 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 Mirek° 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/TPIf 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 T30641906 TTH34-37 T07 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:02 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJC?f 1-0-0 7-0-1 13-0-0 19-11 23-10-8 30-0-0 35-11-15 43-0-0 44-Of -0 7-0-1 5-11-15 6-18 4-9-0 6-1-8 5-11-15 7-0-1 -0 5x6 = 5.00 12 5x8 = Scale = 1:75.2 3x8 = io I cc a 16 co 15 w cv co w 3x8 = 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = 9-10-15 19-1-8 23-10 8 33-1-1 43-M 9-10-15 9-2-9 4-9-0 9-2-9 9-10-15 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 (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.40 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.70 13-15 >728 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.17 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 228 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc puriins. 1-4,9-12: 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 5-16, 7-16. 8-15 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=-267(LC 10) Max Uplift 2=-943(LC 12). 11=-943(LC 12) Max Grav 2=1871(LC 17), 11=1873(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3899/2048, 3-5=-3656/1936, 5-6=-2628/1546, 6-7=-2388/1500, 7-8=-2631/1546, 8-10=-3661/1936,10-11=-3904/2048 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=-2141751, 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Extedor(2E) This item has been 19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Intedor(1) 30-0-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left electronically signed and and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=11b) 2=943, 11=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 Joagad Velez PE No.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Mtiek Inc. DBA 4RTek USA FL Cert 6634 16023 Sxlugley Rage Rd. Chesterfield, :NO 63017 Date: May 25,2023 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 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 ANSI/TPI1 Quality Crirerla, 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 Oty Ply T30641907 TTH34-37 T07A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:04 2023 Page 1 I D:tPuYCeVfOTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-0-0 7-0-1 13-0-0 19-1-8 23-108 30-0-0 35-11-15 43-0-0 -0 7-0-1 5-11-15 6-18 4-9-0 6-18 5-11-15 7-0-1 5x6 = 5.00 12 5x8 = Scale = 1:75.1 3x8 = 'r cu a io 15 LG 14 io co cv is 3x8 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = 9-10-15 19-1-8 23-10-8 33-1-1 43-0-0 94-15 9-2-9 4-9-0 9-2-9 9-10-15 Plate Offsets (X,Y)--[2:0-4-2,0-1-8],[6:0-3-0,0-2-4],[7:0-5-12,0-2-8],[11:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.40 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.70 12-14 >729 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.17 11 n/a file BCDL 10.0 Code FBC2020fTPI2014 Matrix-SH 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(LC 12) Max Grav 2=1871(LC 17), 11=1819(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3900/2055, 3-5=-3656/1944, 5-6=-2629/1554, 6-7=-2389/1507, 7-8=-2633/1549, 8-10=-3669/1950,10-11=-3914/2074 BOT CHORD 2-17=-1808/3727, 15-17=-1466/3104, 14-15=-1038/2387, 12-14=-1455/2952, 11-12=-1805/3550 WEBS 3-17=-351/346, 5-17=-214/750, 5-15=-877/557, 6-15=-331/763, 7-14=-327/837, 8-14=-881/560, 8-12=-238/757, 10-12=-354/365 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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) 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=1b) 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 Joaquin Velez PE No.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 1liiek Inc. DBA NETek USA FL Cert 6634 16023 SPingley Rklge Rd. Chesterfield, MO 630I7 Date: May 25,2023 O 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 andlor chord members only. Additional temporary and permanent bracing Welk' 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 Quallfy 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 City Ply T30641908 TTH34-37 T09 Common Supported Gable 6 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:07 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJC?f 1-0 21 £-0 43-M 021-0-0 21-0-0 5.00 12 5x6 = 13 14 Scale = 1:73.0 Iq 0 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 (loc) I/deft L/d 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 FBC2020/TP12014 Matrix-SH Weight: 271 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 13-35, 12-36, 14-34 REACTIONS. All bearings 43-0-0. (lb) - Max Horz 2=297(LC 11) Max Uplift All uplift 100 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-10=-113/307, 10-11=-128/376, 11-12=-152/448, 12-13=-176/512, 13-14=-176/512, 14-15=-152/448, 15-16=-128/376, 16-17=-104/307 WEBS 3-45=-180/332, 23-25=-186/377 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) -1-0-0 to 3-6-0, Exterior(2N) 3-6-0 to 21-6-0, Corner(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 This item has been to the use of this truss component. electronically signed and 5) All plates are 2x4 MT20 unless otherwise indicated. sealed by Velez, Joaquin, PE 6) Gable requires continuous bottom chord bearing. In a Digital Signature. using g g 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. Printed Copies Of this 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 document are not considered will fit between the bottom chord and any other members. Signed and Sealed and the 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, signature must be verified 42, 44, 34, 31, 30, 29, 28, 26, 24 except Qt=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. on any electronic Copies. 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any Joaqura Velez PE N9.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" MITek Inc. DBA A9Tek USA FL Cert 6634 16023 Seringley Ridge Rd. Chesterfield, M0 63017 Dste: May 25,2023 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 ANS11Tp/f Quality Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safety IMormat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641909 TTH34-37 T10 Common 16 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:09 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB70Hg3N SgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-0-0 7-7-3 14-6-10 21 G-0 26-56 35-4-13 43-0-0 44-0 Q -0 7-7-3 6-113 6-11-6 6-111 6-11-0 :72-3 -0 5x6 = 5.00 12 Scale = 1:72.2 3x8 = v cc io -ram - - - io cv u c 3x8 = 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = M-6 173-15 25-8-1 33-11-10 43-" 9-M 8-3-10 84-1 8-3-10 9-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.40 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 FBC2020ITP12014 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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=943, 10=943. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek Inc. DBA NETek USA FL Cert 6634 16023 Swdagley Ridge Rd. CltesterfIcK MO 63017 Date: May 25,2023 O 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 ANSI/rP/1 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 City Ply T30641910 TTH34-37 T10A Common 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:11 2023 Page 1 I D:tPuYCeVfOTfYt3OC?ZvfnpzlGUH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-0 la 7-7-3 14-0-10 21-0-0 28-5-0 , 35-4-13 , 43-0-0 41-0 Q o 7-7-3 6-116 6-11-6 6-116 6-11-0 7-7-3 -0 5x6 = 5.00 12 Scale = 1:72.2 3x8 = I r cc - - _ w <o w w 1. u i c 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/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,8-11: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-298(LC 10) Max Uplift 2=-943(LC 12), 10=-943(LC 12) Max Grav 2=1885(LC 17), 10=1885(LC 18) 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.91 Vert(LL) -0.40 14-15 >999 240 MT20 244/190 BC 0.92 Vert(CT) -0.68 14-15 >751 180 WB 0.99 Horz(CT) 0.18 10 n/a n/a Matrix-SH Weight: 218 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=943, 10=943. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaq Wn Velez PE No.68182 MITek Inc.DBA:M1TekiTSA F'LCert6634 16023 Saingley Ridge Rd. Chesterfield, MO 63017 Dare: May 25,2023 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 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 ANSI/TP/i Quality Crltede, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety/nformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641911 TTH34-37 V03 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 2-M 5.00 12 2x4 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:13 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 3x6 = 2x4 Scale = 1:7.4 to 0 0 - 0 4-0-0 0 - 0 3-11-6 Plate Offsets (X,Y)-- [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 10 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-10-13, 3=3-10-13 Max Horz 1=-14(LC 10) Max Uplift 1=-50(LC 12), 3=-50(LC 12) Max Grav 1=92(LC 1), 3=92(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek Inc. DBA MiTek USA FL Cert 6634 16023 SnIagley Ridge Rd. Chesterfield, MO 63017 Date: May 25,2023 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 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 ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety /nformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641912 TTH34-37 VO4 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:14 2023 Page 1 I D: tP uYCe VfQTfYt3OC?Zvfn pzlG U H-RfC? P sB70 H q3N Sg Pqn L8w3ul TXbG K WrC Doi7J4zJC?f 2-1-8 4-3-0 2-1-8 2-1-8 3x6 = Scale: 1.5"=1' 5.00 12 2 3 1 v a to o d 2x4 7:- 2x4 4-3-0 43-0 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 FBC2020/TP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-3-0, 3=4-3-0 Max Horz 1=-16(LC 10) Max Uplift 1=-55(LC 12), 3=-55(LC 12) Max Grav 1=101(LC 1), 3=101(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek Inc. DBA MiTek USA FL Cent 6634 16023 Swingley Ridge Rd. Chesterfield, MO 63017 Date: May 25,2023 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 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 ANSIITP11 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 T30641913 TTH34-37 V05 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:15 2023 Page 1 I D:tPuYCeVfOTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 4-0-8 9-1-0 4-6-8 4-6-8 v a 0 2xa TRUSS DESIGNED FOR WIND LOADS IN THE PLANE 4x4 = OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT 3 QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 2x4 11 2x4 11 2x4 11 2x4 Scale = 1:16.7 v .o 0 9-1-0 9-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-1-0. (lb) - Max Horz 1=-43(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 8=-127(LC 12), 6=-127(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7, 8, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-142/301, 4-6=-142/301 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-6-8, Exterior(2R) 4-6-8 to 7-6-8, Interior(1) 7-6-8 to 8-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) This item has been 8=127, 6=127. electronically signed and 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek Inc. DBA MiTek USA FL Cert 6634 16023 Swingley Ridge Rd. Chesterfleid, MO 61017 Date: May 25,2023 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 ANSIITP/1 Quality Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safety IrOWmadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641914 TTH34-37 V06 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Y a 0 2x4 5.00 12 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:16 2023 Page 1 1 D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 5-1-0 2-0-8 3x6 = 2x4 Scale = 1:9.8 T ro 0 0 -10 5-1-0 0 - 0 5-M Plate Offsets (X,Y)-- [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins. BOT CHORD 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-11-13, 3=4-11-13 Max Horz 1=-21(LC 10) Max Uplift 1=-72(LC 12), 3=-72(LC 12) Max Grav 1=132(LC 1), 3=132(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-148/287, 2-3=-148/299 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any This item has been particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek rnc. DBA MTek USA FL Cert 6634 16023 Swingley Ridge Rd Chesterfield. MO 63017 Dare: May 25,2023 A WARNING - Verity 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 buciding 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 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 T30641915 TTH34-37 V11 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 3-10-0 v R, 0 3x4 2x4 11 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:18 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSg Pqn L8w3ulTXbGKWrC Doi7J4zJC?f 7-8-0 4x4 = 3x4 Scale = 1:14.2 v .o 0 7-M 7-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Be 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 FBC2020lrP12014 Matrix-SH Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-8-0, 3=7-8-0, 4=7-8-0 Max Horz 1=-35(LC 10) Max Uplift 1=-60(LC 12), 3=-60(LC 12), 4=-127(LC 12) Max Grav 1=102(LC 21). 3=102(LC 22), 4=258(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-159/296 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, 3 except (jt=lb) 4=127. This item has been 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any electronically signed and particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek Inc. DBA MiTek USA FI. Cert "34 16023 Setogley Ridge Rd. Chesterfield, CIO 63017 Date: May 25,2023 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, truss a ss 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 passible 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 Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Symbols Numbering System ;,A, 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. 0_11s' -- For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 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 �r 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. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 C1-2 C2-3 °'v 4 WEBS LY /Z �l r 9 5 U 17 a 0 �bv U ~ C7-8 CB-7 116 t301 1 UM GHOKUS 8 7 6 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 or I bracing should be considered. 0 El� 3. Never exceed the design loading shown and never 2 stack materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building 0_ designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 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 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. Boise Cascade = Double 16" BCI® 4500s-1.8 PASSED 1st FloorTloor JoistSkFJ1(ill 553) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ 1(i 1553) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 131 19-05-12 Total Horizontal Product Length = 19-05-12 132 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 2-3/8" 854 / 0 213 / 0 B2, 2-3/8" 1122 / 0 280 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 41 10 n\a View Fill) 2 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-10-10 Top 39 10 n\a View Fill) 3 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 16-00-06 19-05-12 Top 41 10 n\a View Fill) 4 FJ2(i1526) Conc. Pt. (Ibs) L 15-10-10 15-10-10 Top 417 104 n\a Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value % Allowable Duration Case Location Pos. Moment 5551 ft-Ibs 67.9% 100% 1 10-07-14 End Reaction 1402 Ibs 59.4% 100% 1 19-05-12 End Shear 1382 Ibs 35.0% 100% 1 19-03-06 Hole#1 Shear 396lbs 36.1% 100% 3 08-00-00 Hole#2 Shear 320lbs 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 AVN Eloise Casca& Double 16" BCI® 4500s-1.8 PASSED 1st Floor\Floor Joists\FJ1(i1553) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmd1 Address: Description: 1st Floor\Floor Joists\FJ1(i1553) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (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 FRAMER@) , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCI@ , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ , Page 2 of 9 /SE isecase Double 16" BCI® 45OOs-1.8 PASSED WEN61--REDw000mN ucrs 1st Floor\Floor Joists\FJ2(i1526) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i1526) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 04-04-08 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 /0 218/0 132 Load Summary Live Dead Snow Wind Roof ocs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FJ5(i1545) Conc. Pt. (Ibs) L 01-09-10 01-09-10 Top 635 159 n\a 2 FJ5(i1533) Conc. Pt. (Ibs) L 03-09-10 03-09-10 Top 648 162 n\a Controls Summary Value % Allowable Duration Case Location Pos. Moment 885 ft-Ibs 10.8% 100% 1 01-09-10 End Reaction 1089 Ibs 36.9% 100% 1 04-04-08 End Shear 1089 Ibs 27.6% 100% 1 04-00-08 Total Load Deflection L/999 (0.006") n\a n\a 1 01-09-10 Live Load Deflection L/999 (0.005") n\a n\a 2 01-09-10 Max Defl. 0.006" n\a n\a 1 01-09-10 Span / Depth 3.0 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Hanger 2" x 3-1/2" 528 Ibs 31.7% 18.3% IUS3.56/16 B2 Wall/Plate 4" x 3-1/2" 1089 Ibs 8.9% 36.9% Unspecified Cautions Hanger IUS3.56/16 requires (14) 10d face nails, (2) 10dx1.5 joist nails. Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCI® 4500s-1.8 applications with side load or unevenly distributed top load require filler blocks and fasteners. See Boise Cascade Technical Note IJ-13 for further information. Web stiffeners (WSb) are required depending upon actual reaction, hanger type, or other web stiffener requirement at bearing(s) B1. Header for the hanger IUS3.56/16 is a Double 16" 1-joist. Page 3 of 9 ease Cascade = Double 16" BCI® 4500s-1.8 PASSED 1st Floor\Floor JoistslFJ2(il526) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i1526) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Hanger Manufacturer: Simpson Strong -Tie, Inc. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC@ analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER@ , AJSTM, ALLJOIST@ , BC RIM BOARDTM, BCI@ , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ , Page 4 of 9 Eloise cascade Single 16" BCI® 6000s-1.8 PASSED 1st Floor\Floor Joists\FJ3(i1548) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ3(i1548) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 131 19-05-12 Total Horizontal Product Length = 19-05-12 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 2-3/8" 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 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 4612 ft-Ibs 83.9% 100% 1 09-08-10 End Reaction 974 Ibs 72.7% 100% 1 00-00-00 End Shear 954 Ibs 43.9% 100% 1 00-02-06 Hole #1 Shear 303 Ibs 50.1% 100% 3 08-00-00 Hole #2 Shear 338 Ibs 56.0% 100% 4 12-00-00 Total Load Deflection L/587 (0.393") 40.9% n\a 1 09-08-10 Live Load Deflection L/734 (0.314") 65.4% n\a 6 09-08-10 Max Defl. 0.393" 39.3% n\a 1 09-08-10 Span / Depth 14.4 Hole Location Valid % 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 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 ARN Base Cascade = Single 16" BCI® 6000s-1.8 PASSED e"ea"eaen wxo mooucrs 1st Floor\Floor Joists\FJ4(i1527) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i1527) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 11-04-02 B1 62 Total Horizontal Product Length = 19-05-12 08-01-10 63 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 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 14-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 1179 ft-Ibs 21.5% 100% 2 04-11-13 Neg. Moment -1066 ft-Ibs 19.4% 100% 1 11-04-02 End Reaction 499 Ibs 37.3% 100% 2 00-00-00 Int. Reaction 1189 Ibs 44.9% 100% 1 11-04-02 End Shear 479 Ibs 22.0% 100% 2 00-02-06 Cont. Shear 641 Ibs 29.5% 100% 1 11-02-06 Hole #1 Shear 326 Ibs 54.0% 100% 4 08-00-00 Hole #2 Shear 268 Ibs 44.3% 100% 1 14-00-00 Total Load Deflection L/999 (0.043") n\a n\a 2 05-06-08 Live Load Deflection 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 Eloise Cascade Single 16" BCI® 6000s-1.8 PASSED 1st Floor\Floor Joists\FJ4(i1527) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i1527) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (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 GLULAM-rm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS® , Page 7 of 9 i+ h13aseCascade ` = Single 16" BCI® 6000s-1.8 PASSE© 1st FloorlFloor Joists\FJ5(il539) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ5(i1539) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 131 15-11-04 Total Horizontal Product Length = 15-11-04 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 / 0 159 / 0 132 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-11-04 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 3068 ft-Ibs 55.8% 100% 1 07-11-04 End Reaction 797 Ibs 59.5% 100% 1 00-00-00 End Shear 777 Ibs 35.7% 100% 1 00-02-06 Hole #1 Shear 159 Ibs 26.2% 100% 2 08-00-00 Hole #2 Shear 440 Ibs 72.8% 100% 4 12-00-00 Total Load Deflection L/1021 (0.184") 23.5% n\a 1 07-11-04 Live Load Deflection L/1277 (0.147") 37.6% n\a 6 07-11-04 Max Defl. 0.184" 18.4% n\a 1 07-11-04 Span / Depth 11.7 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified Notes Design meets Code minimum (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 FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARD TIM, BCIO , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ , Page 8 of 9 (BoiseCascade = Single 16" BCI® 6000s-1.8 PASSED EHGINEENE�'M00 �flODUCTS 1st Floor\Floor Joists\FJ6(i1555) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ6(i1555) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 1311 03-08-14 Total Horizontal Product Length = 03-08-14 62 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 3-1/2" 52 / 0 13 / 0 B2, 2-3/8" 58 / 0 15 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-03-08 03-08-14 Top 32 8 n\a View Fill) Controls Summary Value % Allowable Duration Case Location Pos. Moment 57 ft-Ibs 1.0% 100% 1 01-11-00 End Reaction 73 Ibs 5.4% 100% 1 03-08-14 End Shear 65 Ibs 3.0% 100% 1 00-03-08 Total Load Deflection L/999 (0.001") n\a n\a 1 01-11-00 Live Load Deflection L/999 (0.001") n\a n\a 2 01-11-00 Max Defl. 0.0011, 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. Disclosure Design meets arbitrary (1") Maximum Total load deflection criteria. Use of the Boise Cascade Software is Design meets arbitrary (0.75") Maximum live load deflection criteria. subject to the terms of the End User 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 full braced. Y 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 9 of 9 DESCRIPTION: LOT(S)34-37 TYSON TOWNHOMES, ACCORDING TO SITE PLAN THE PLAT THEREOF, RECORDED IN PLAT BOOK 91, PAGE(S)130-135, OF THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. (NOT A SURVEY) _NORTH BOUNDARY OF TYSON SUBDIVISION SOUTH RIGHT-OF-WAY LINE OF HENRY DRIVE, AS FOUND MONUMENTED, AND THE NORTH BOUNDARY OF SPECIAL WARRANTY DEED HENRY DRIVE (O.R. 10538, PAGE 2404) � I I PATIO A/C PATIO A/C A/C 10.2' P 10.0 I 10 0' I ❑ 95.9 .. 19.4' I E 19.1' I 33 N 34 a N 0 C C C1 L > M -O 0 -o W >r^ZM < ONO O m_a r Z w N M�O.p co Ci` Z m ORTH BOUNDARY OF SOUTHWEST'OF THE SOUTHWEST SECTION 2-26-21 34.33' (P) I A/C TYP. : ,.q PATIO F 13.0' PATIO Wo �; 10.0' 19.4' 79'-8" Z 33 i 3G i o 37 o 0 �_ O N O I N M ;0M- > r O to I N o (rl O >m-o0 WIN >m�M �0 T, G)MZ0 -P, W IN I > '0 >M�M � i m<Z� pl ?`wN -I� m��� w O IM00 ODrn o I� I N _ �0 Iv 100 a0w�N ao Z I b� -� Z n I = rn p -+ Z m I. InI� n * .. v v -a m i i A' �, ' p I E y. I I 7.8' 11.3 o f E Y o 1 1.6' 14.0' A. 9.0' 3' I 9.0' I 3, ': 9.0'. ............. ..: `A I41., .. I ::. OC.� •N 89 . '39" E 87.76' P). .. .. • f 20.00' (P) :I 20.00' (P) ;I A]7.7 ' (P) ;• N --19.0' -I SEC. 2, TWP. 26 S, RNG 21 E PASCO COUNTY, FLORIDA (TYSON TOWNHOMES) =WATER METERS 10' UTILITY *_ &SIDEWALK EASEMENT TRACT "A" ELBY LANE - - - (HOA) RIGHT-OF-W'N 89-47'39" E1P) 303.64' (P) - _ _ - _ BASIS OF BERING I LOT = 8562 SQ. FT. CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE LIVING AREA = 2415 SQ. FT. C 19 16.00 25.00 22.53 N 45.02' 16- E 89"30'47" ENTRY = 125 SQ. FT. NOTES: GARAGE = 891 SQ. FT. PROPOSED: COVERED LANAI = XXX SO. FT. LOT GRADING TYPE =N/A MINIMUM FLOOR ELEVATIONS: PATIO = 160 SQ. FT_ PROPOSED PAD ELEVATION = 96.10' LEGEND: LIVING AREA: 96.77' POOL AREA = XXX SO. FT. FRONT SET BACK = 20' -►= PROPOSED DRAINAGE FLOW GARAGE AREA: CONC. DRIVE = 612 SQ. FT. ELEVATIONS REFERENCED TO A/C & CONC PAD = 36 SQ. Ff. SIDE SET BACK = 10' + 00.00 =PROPOSED GRADE NORTH AMERICAN VERTICAL SIDEWALK = 749 So. FT. REAR SETBACK = 15' DATUM OF 1988 SIDE YARD SWALE = XXX SO. FT. CONSERVATION AREA = XXX SQ. FT. LOT OCCUPIED = 58 -� ARFA Tr) IRRI( ATF = 47 0/ bulivtY FU313KtVA11UNS A/C = AIR CONDITIONER (D) = DEED INV = INVERT PC = POINT OF CURVE (R) = RECORD Drawn By: CWC PartyChief : JH REVISIONS: AF = ALUMINUM FENCE BFE = BASE FLOOD ELEVATION D.E= DRAINAGE EASEMENT EL OR ELEV = ELEVATION LB =LICENSED BUISNESS PCP LFE = LOWEST FLOOR ELEVATION P/E = = PERMANENT CONTROL POINT POOL EQUIPMENT RNG = RANGE RRS = RAIL ROAD SPIKE Checked B JH y BM = BENCH MARK C = CURVE EOP = EDGE OF PAVEMENT ESM'T = EASEMENT LS = (M) LICENSED SURVEYOR = MEASURED PG = PAGE PI = POINT OF INTERSECTION R/W = RIGHT OF WAY SEC = SECTION File: Date of Plan:5-25-23 (C ) = CALCULATED F/C = FENCE CORNER MES = MITERED END SECTION PK =PARKER KALON SN&D = SET NAIL AND DISK LB#8183 ,, = CENTERLINE FCM = FOUND CONCRETE MONUMENT NCF = NO CORNER FOUND POB = POINT OF BEGINNING SIR = SET 1/2- IRON ROD LB# 8183 CLF = CHAIN LINK FENCE FIP = FOUND IRON PIPE O/A = OVERALL POC = POINT OF COMMENCTMENT TBM = TEMPORARY BENCH MARK CMP = CORRUGATED METAL PIPE FIR = FOUND IRON ROD OHW = OVERHEAD WIRE(S) POL = POINT ON LINE TOB = TOP OF BANK This SITE Plan Prepared for and Certified To: COL = COLUMN FN&D = FOUND NAIL & DISK O.R. = OFFICIAL RECORDS PRC = POINT OF REVERSE CURVE TWP = TOWNSHIP CONC = CONCRETE FOP = FOUND OPEN PIPE (P) = PLAT PRM = PERMANENT REFERENCE MONUMENT U.E = UTILITY EASEMENT Starlight Homes C/S = CONCRETE SLAB FPP = FOUND PINCHED PIPE PB = PLAT BOOK P.U.E = PUBLIC UTILITY EASEMENT 1708 Water Oak Drive Tarpon Springs, Florida Phone: (727)-831-1990 FloridaPLS7123@gmail.com LB# 8183 e e: 1 " = 20' TWP.I �NINlRG.I.E TWPI,RGI.) •51 I so>� Initial Point Land Surveying, LLC. LEGEND SURFACE TYPE FENCES _ CONC ALUMINUM FENCE \FENCE = ASPHALT VINYL r� r� = BRICK WOOD FENCE = SAND/DIRT CHAIN LINK FENCE = COVERED OVERHEAD POWER - OHP - OHP LEGEND: -� = PROPOSED DRAINAGE FLOW (00.00) = PROPOSED GRADE = Z" OAK E-00.00 = EXISTING GRADE APPARENT FLOOD HAZARD ZONE: "X" COMMUNITY NO. 120235 (MAP NUMBER 12101 C-0456-F) EFFECTIVE DATE: 09/26/2014 SURVEYOR'S NOTES: 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. s certifies that der my supt2 veys as s 17.051 throuc tion 472.Iq Jeff M. Hartley i FLORIDA PROFESS NOT VALID OF A F 1 .053, FI�rR7�A� Ft�e�t09:39 002 TE :)erty was made dards of Practice for �yors in Chapter ode, pursuant to 3 Date ER LS#7123 1-13#8183 VATURE AND SEAL AND MAPPER