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HomeMy WebLinkAbout38092-38100 Elby Ln (2)MiTek' RE: TTH115-118 MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Site Information: Customer: Starlight Homes Project Name: TTH115-118 Lot/Block: 115-1-18 Model: 4 plex Address: . Subdivision: Tyson City: Xephyrhills State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.6 Wind Code: ASCE 7-16 Wind Speed: 150 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 25 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T30641891 C1A 5/25/2023 21 T30641911 V03 5/25/2023 2 T30641892 C3A 5/25/2023 22 T30641912 VO4 5/25/2023 3 T30641893 CJ1 5/25/2023 23 T30641913 V05 5/25/2023 4 T30641894 CJ3 5/25/2023 24 T30641914 V06 5/25/2023 5 T30641895 EJ5 5/25/2023 25 T30641915 V11 5/25/2023 6 T30641896 HJ5 5/25/2023 7 T30641897 T01 5/25/2023 8 T30641898 T02 5/25/2023 9 T30641899 T03 5/25/2023 10 T30641900 T04 5/25/2023 11 T30641901 T04A 5/25/2023 12 T30641902 T05 5/25/2023 13 T30641903 T05A 5/25/2023 14 T30641904 T06 5/25/2023 15 T30641905 T06A 5/25/2023 16 T30641906 T07 5/25/2023 17 T30641907 T07A 5/25/2023 18 T30641908 T09 5/25/2023 19 T30641909 T10 5/25/2023 20 T30641910 T10A 5/25/2023 This item has been electronically signed and sealed by Velez, Joaquin using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision ,,���� t t t t # f t'll based on the parameters provided by Builders FirstSource - Plant City. �OPQUI N • VLc�� Truss Design Engineer's Name: Velez, Joaquin ,��� �•.��C E NSF•.' �� My license renewal date for the state of Florida is February 28, 2025. Florida COA: 6634 No 68182 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. O'. STATE OF : / Joaquin Velez PE No.68182 33rrek Inc. DBA MiTek USA FL Cert 6634 3 Swingley Ridge Rd. Chesterfield. M4 63017 DateMay 25, 2023 1 of 1 Velez, Joaquin Job T uss Truss Type Oily Ply T30641891 TTH115-118 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: tP uYCeVfQTfYt30 C?ZvfnpzlG U H-RfC? P sB7OH q3 N SgPgnL8w3u ITXbG K WrC Doi7J4zJ C?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 (II I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 FBC2020lrP12014 Matrix-P Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-10 oc purlins. 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=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; Vutt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=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. Joagnht Velez PE tie.68182 \BTek lut. DBA ]BTek LSA FI Cert 663# 1602.1 Sniugiey Ridge Rd. Chesterfield. MO 63017 Date: May 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 5/19/2020 BEFORE USE. assass Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must 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/fPif 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 T30641892 TTH115-118 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 ID:tPuYCeVfQTfYt3OC?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 floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc puffins. BOT CHORD 2x4 SIP Nc.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, Interiof(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=lb) 2=138. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagaia Velez PE No.68182 MiTek 1— DBA MBTek USA FL Ceri 6634 16023 Snhiglec Ridge Rd. Cheelerfield.',10 63017 Dale: May 25,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. sassas 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 ANSUTP/f Qualify Criteria, DSB-89 and BCSI Building Component 16023 Svingley 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 TTH115-118 CA 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: tP uYCeVfQTfYt30 C?Zvfn pzIGU H-RfC?P s B7OHg3N Sg P gnL8w3u ITXbGK WrC Do i7J4zJC?f -1-0-0 1-4-14 Scale = 1:7.4 2x4 = 1-4-14 1-4-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 file n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=65(LC 12) Max Uplift 3=-17(LC 9), 2=-129(LC 12) Max Grav 3=19(LC 17), 2=127(LC 1), 4=27(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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. Joaquin Velez PF No.69182 19iek lac. DBA *,IiTek b'SA FL Cert 6634 16023 Sndngtey Ridge Rd. Chem -field. MO 63017 Date: May 25,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7573 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TP11 Quality Criteria, DSS-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 T uss Truss Type Qty Ply T30641894 TTH115-118 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: tPuYCeVfQTfYt30 C?Zvfn pzlGU H-RfC?PsB7OH g3NSgPgn L8w3u ITXbGKWrC Doi7 J4zJC?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 cSl. DEFL. in (II I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=119(LC 12) Max Uplift 3=-87(LC 12), 2=-153(LC 12) Max Grav 3=87(LC 1), 2=205(LC 1), 4=72(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=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. Jongain Velez PE No.681S2 MiTek rut. DBA .MiTek USA FL Cet16634 16023 Saiugley Ridge Rd. C'beslerfie1d..\r0 63017 Dnte: 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 II 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/rWi quality Criteria, DSO-89 and SCSI Building Component 16023 Svingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641895 TTH115-118 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 ID tP uYCeVfQTfYt30 C?ZvfnpzlGU H-RfC?P s B7OHq 3N Sg P gnL8w3u lTXbG K WrC Doi? J4zJ C?f 5-0-0 , 1-0-0 5-M 3x4 = 5-0-0 5-0-0 Scale = 1:17.4 Plate Offsets (X Y)— [2:0-4-0 0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 2-4 >909 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=173(LC 12) Max Uplift 3=-137(LC 12), 2=-155(LC 12) Max Grav 3=134(LC 17), 2=247(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 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. Joagntn Cetez PE No.68182 MiTek Luc. DBA AHTok USA FL Con 6634 16023 Saingley 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 MiTekE, 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 [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 ANShTP/1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Intonation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641896 TTH115-118 HJ5 Diagonal Hip Girder 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:38 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f -1-6-12 7-8-13 1&12 7-8-13 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 Gram 3=183(LC 1), 2=388(LC 1), 4=148(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.2 7-8-13 7-8-6 DEFL. in (loc) I/defl Ud 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; VuH=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=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 Ib 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. Jaagatn Velez PE N..69192 JBTek Iuc. DBA \BTek USA FL Cert6634 16023 Swiaglec Ridge Rd. Chesterfield. 310 63017 Date: May 25,2023 O WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrpl1 Qua14 Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Irdormatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641897 TTH115-118 T01 Hip Girder 2 Job Reference (optional) iduuaers rirstoource t i ampa, r L/, i arnpa, rL - 0000v, 0.0ou s ivvv I a cucc rvu i en If iuuan ies, a nay a raga 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3u ITXbGKWrCDoi7J4zJC?f -1-0-p 6-2-6 11-4-12 16-5-6 21-6-0 26-6-10 31-7A 36-9-10 r _ 4il-o 0-p -0- 6-21 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 48 = 7x8 = 48 = 3 21 22 4 23 24 5 2526 27 6 28 2930 7 31 2x4 11 6x8 = 32 8 33 34 9 Scale = 1,73.6 5x8 = 20 35 36 19 37 38 1817 39 40 16 41 42 1514 43 44 13 45 46 12 5x8 = 2x4 11 5x8 = 7x8 WS = 4x8 = 2x4 11 5x8 = 2x4 11 2x4 I 7x8 WB = 31-7A 36-9-10 43-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020ITP12014 CSI. TC 0.57 BC 0.35 WB 0.72 Matrix-SH DEFL. in Vert(LL) 0.82 Vert(CT) -0.96 Horz(CT) 0.13 (loc) I/defl L/d 16 >625 240 16 >534 180 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 531 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. 3-6,6-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=94(LC 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- 1 0=-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=01383, 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 1 Od (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. This Item has been Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. electronically signed and 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to sealed by Velez, Joaquin, PE ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. using a Digital Signature. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. Printed copies of this II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber document are not considered DOL=1.60 plate grip DOL=1.60 signed and sealed and the 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Signature must be verified to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. On any electronic copies. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3uaquhr Velez PE No.68ls2 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 311iek lac. DBA.Drek USA FL Cert 6634 will fit between the bottom chord and any other members. 16023 S i j)r .y Ridge Rd. Chesterfield. MO 63017 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) D.te: 2=1645, 10=1722. 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 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 ANSbTPII quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Salety/nformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641897 TTH115-118 T01 Hip Girder 2 a� L 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: tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?P sB7OH q3N SgPgn L8w3u ITXbG K WrC 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 (plo Vert: 1-3=54, 3-9=54, 9-11=54, 2-10=-20 Concentrated Loads (lb) Vert: 3=-68(B) 9=-167(B) 20=88(B) 5=68(B) 17=-28(B) 16=-28(B) 6=-68(B) 15=-28(B) 7=68(B) 12=-88(B) 21=-68(B) 22=68(B) 23=68(B) 24=-68(B) 25=-68(B) 27=-68(B) 28=-68(B) 30=68(B) 31 =68(B) 32=-68(B) 33=-68(B) 34=-68(B) 35=-28(B) 36=-28(B) 37=-28(B) 38=-28(B) 39=-28(B) 40=-28(B) 41 =-28(B) 42=-28(B) 43=-28(B) 44=-28(B) 45=-28(B) 46=-28(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 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 ANSYTPI1 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 T30641898 TTH115-118 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 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0 5-1-7 8-7-3 15-1-10 21-6 0 27-10-6 34.4-13 37-10-9 431-0 -0- -0 5-1-7 3-5-12 6b-7 6-4-6 6-4-6 6-C 7 3-5-12-0- Scale = 1:73.6 3x4 = 5x6 = UIS = 5.00 12 3x4 = 3x4 = 5x6 = 4 21 522 23 6 7 24 825 26 9 M 2 I4 0 5x8 = 18 17 16 15 14 13 5x8 = 4x8 = 6x8 = 4x4 = 4x4 = 6x8 = 4x8 = 8-7-3 17-7-10 25-4-6 34-4-13 43-0-0 8-7-3 9-0-7 7-8-12 9-0-7 8-7-3 Plate Offsets (X,Y)— [2:0-4-0,Edge], [4:0-3-0,0-2-4] [7:0-3-0,Edge], [9:0-3-0,0-2-4] [11:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.63 15-16 >811 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.87 15-16 >591 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.18 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 239 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-14 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; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 8-7-3, Exterior(2R) 8-7-3 to 14-8-3, Interior(1) 14-8-3 to 34-4-13, Exterior(2R) 34-4-13 to 40-5-12, Interior(1) 40-5-12 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=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. Joagnin Velez PE \o.68182 VBiek Inc. DBA NU Tek USA FL Ccn 6634 16023 Swingtey Ridge Rd. Chesferfieid.310 63017 Me: 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 property incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSUTPIf Quality Criteria, DSB49 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 T30641899 TTH115-118 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: tP uYCeVfQTfYt3OC?Zvfn pzlG U H-RfC?P sB7OH q3N SgPgn L8w3u ITXbG K WrC Do i7J 4zJC?f �1-0-Q 6-6-5 11-0-0 18-0-9 24-11-7 32-0-0 365-11 43-0-0 4i4-0-p 6 6 5 4-5-11 7-0-9 6-10-13 7 0 9 4-5 11 6 6 5 5.00 F12 5x8 = 421 2x4 II 22 5 23 5x8 = 24 6 25 5x6 = 726 Scale = 1:73.7 3x6 15� 18 17 16 15 14 13 12 11 3x6 2x4 11 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' 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) 4x6 = 3x10 = 2x4 11 5x6 = 3x8 = 2x4 II 43-0-0 CSI. DEFL. in (loc) I/clef! Ud PLATES GRIP TC 0.87 Vert(LL) 0.5214-15 >988 240 MT20 244/190 BC 0.94 Vert(CT)-0.7314-15 >699 180 WB 0.75 Horz(CT) 0.23 9 n/a n/a Matrix-SH Weight: 218 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-15, 6-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3513/2077, 3-4=-3065/1877, 4-5=-3608/2259, 5-6=-3608/2259, 6-7=2810/1792, 7-8=-3066/1877, 8-9=-3512/2077 BOT CHORD 2-18=-1794/3166, 17-18=-1794/3166, 15-17=-1479/2792, 14-15=1949/3605, 12-14=-1949/3603, 11-12=1806/3165, 9-11=-1806/3165 WEBS 3-17=-476/379, 4-17=-161/394, 4-15=577/1078, 5-15=398/374, 6-14=0/281, 6-12=-1058/570, 7-12=-462/882, 8-112=475/379 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 11-0-0, Exterior(2R) 11-0-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(2R) 32-0-0 to 38-1-0, Interior(1) 38-1-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=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. Joegrde VA- PE \0.68182 VBTek Iue. DBA 4BTek 1'SA FL Cert6634 16023 Svdegtey Ridge Rd. Chesterfield.110 63017 Date: May 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSI?P/i Quality Crlterls, DSB-89 and SCSI Building Component 16023 Svingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641900 TTH115-118 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 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-0-0 0-7-5 13- 3 18-9-10 24-2-6 29-7-3 35-11-11 43-0-0 44-0-Q 7-0-5 6-4-8 5-4-13 5-4-13 5-4-13 5x6 = 3x4 = 5 20 3x4 = 3x6 = 6 7 5x6 = 8 Scale = 1:73.9 3x8 = 18 17 -lo « <s 10 Z4 Zo 14 13 12 3x8 = 2x4 II 3x8 = 4x6 3x4 = 4x6 = 3x8 = 2x4 11 1 7-0-5 13-4-13 21-6-0 29-7-3 35-11-11 1 _ 43-0-0 1 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 0-1-8] [4:0-3-0 0-2-4] [8:0-3-0 0-2-4],[10:0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.41 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.71 15-17 >724 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-191(LC 10) Max Uplift 2=-943(LC 12), 10=-943(LC 12) Max Grav 2=1861(LC 17), 10=1861(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3963/2094, 3-4=-3216/1782, 4-5=-2947/1724, 5-7=-3388/1933, 7-8=-2947/1720, 8-9=-3216/1778, 9-10=-3964/2090 BOT CHORD 2-18=-1811/3722, 17-18=-1811/3722, 15-17=-1592/3365, 13-15=1587/3312, 12-13=-1819/3579,10-12=1819/3579 WEBS 3-18=0/276, 3-17=-784/507, 4-17=-405/963, 5-17=-654/357, 5-15=0/254, 7-15=0/254, 7-13=-654/360, 8-13=-406/963, 9-13=-785/507, 9-12=0/276 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=943,10=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. Joagnin Velez PE N..68182 MiTtli loc. DBA MITek USA FL Cert 6634 16023 Sstrir y Ridge Rd. Chesterfield, 110 63017 Date: May 25,2023 A WARNING - Ved(y design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI1TPI1 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 T30641901 TTH115-118 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 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-p 7-0-5 13-4-13 18-9-10 24-2-6 29-7-3 35-11-11 43-0-0 -0- 7-0-5 6-4-8 5-4-13 5-4-13 5-4-13 6-4-8 7-0-5 5x6 = snnR-57- 3x4 = 19 5 20 3x4 = 3x6 = 6 7 5x6 = 8 Scale = 1:73.8 3x8 = 17 16 ,1 11 "' " 11 " 12 11 3x8 = 2x4 11 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 2x4 11 i 7-0-5 131-13 21-6-0 29-7-3 3111-11 43-0-0 7-0-5 6 4-8 8-1-3 8-1-3 6-0-8 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 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 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) CSI. DEFL. in (loc) I/defl L/d- PLATES GRIP TC 0.85 Vert(LL) -0.41 12-14 >999 240 MT20 244/190 BC 0.80 Vert(CT) -0.71 12-14 >723 180 WB 0.77 Horz(CT) 0.21 10 n/a n/a Matrix-SH Weight: 217 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. 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 -1 2=-1 846/3592, 10-11 =-1 846/3592 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; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.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. Joage6r Felez PE N..68182 _XtTekluc.DDAA,DTek USA FLCert6634 1602.1 S�iegley Ridge Rd, C6enterfield. MO 0017 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 ANSVTPII quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641902 TTH115-118 T05 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 Is Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:27:55 2023 Page 1 I D: tP uYC eVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OHg3N Sg Pqn L8w3u ITXbG KWrC Doi7 J4zJC?f 1-0 Q 8 4 4 15-9-10 21 6-0 27-2-6 34-7-12 43-0-0 44-0-p 8-4-4 7-5-5 5S6 5-8-6 7-5-5 844 5.00 12 5x8 = 2x4 II 5x8 = 5 18 6 1920 21 7 Scale = 1:75.2 3x8 = 16 15 " 14 `v 13 12 3x8 = 2x4 II 5x6 = 3x8 = 5x6 = 2x4 11 8-4-4 15-9-10 21-6-0 27-21 34-7-12 43-0-0 8-4-4 7-5-5 51. 5-8� 7-5-5 8-4-4 Plate Offsets (X,Y)— [2:0-4-2,0-1-81, [5:0-5-12,0-2-81, [7:0-5-12,0-2-81, [10:0-4-2,0-1-81, 113:0-3-0,0-3-01, [15:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 TCDL 7.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 Rep Stress Incr YES WB 0.36 BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 `Except" 1-4,8-11: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 DEFL. in (loc) I/defl Ud Vert(LL) 0.36 14 >999 240 Vert(CT) -0.56 14-15 >920 180 Horz(CT) 0.20 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 222 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing. WEBS 1 Row at midpt 3-15, 9-13 Ie 0 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, 10-112=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; Vutt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 44-0-0 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=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 Jragnla Velez PE N0.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." aniek I— DBA nvTek USA FL C,n 6614 16023 Sniag.y Ridge Rd. Chesterfield. 3IO 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 ANSUTP11 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 T30641903 TTH115-118 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 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3u ITXbGKWrCDoi7J4zJC?f -1-0-p 15-9-10 21E-0 27-2-6 34-7-12 43-0-0 �- 8-4-4 7-5-5 5-8-6 5-8-6 7-5-5 8-4-4 Scale = 1:75.1 5.00 12 5x8 = 2x4 II 5x8 = 5 17 6 18 19 20 7 3x8 = 15 14 ZZ 13 L3 12 11 3x8 = 2x4 11 5x6 = 3x8 = 5x6 = 34-7-12 2x4 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20201TPI2014 CSI, TC 1.00 BC 0.90 WB 0.36 Matrix-SH DEFL. in (loc) I/deft Ud Vert(LL) 0.36 13 >999 240 Vert(CT) -0.56 12-13 >918 180 Horz(CT) 0.20 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 3-14, 9-12 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=221(LC 11) Max Uplift 2=-944(LC 12), 10=857(LC 12) Max Grav 2=1861(LC 17), 10=1807(LC 18) FORCES. (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=-179713663, 14-15=-1797/3663, 13-14=-1261/2779, 12-13=-1249/2675, 11-12=-1791/3514, 10-11=1791/3514 WEBS 3-15=0/345, 3-14=-980/593, 5-14=-209/669, 5-13=-199/448, 6-13=-337/306, 7-13=-196/447, 7-12=-212/672, 9-12=989/600, 9-11=0/346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 42-10-4 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature nature 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 V.1— PE \0.68132 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." %tiTek fur. DDA 3urek USA Fl, Cert 6634 160LI Svinatey Ridge Rd. Chesterfield. MO 63011 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 ANS11TP11 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, MO 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641904 TTH115-118 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?ZvfnpzlGU H-RfC?P sB7OH g3NSg Pqn LBw3u ITXbGK WrC Do i7J 4zJ C?f -1-0-Q 6-6-0 12-0-3 18-2-6 24-9-10 30.7-13 36�-0 43-0-0 4,4-0-p -0- 6-6-0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-6-0 5.00 12 5x6 = 6 20 5x8 = 721 Scale = 1:75.2 Io. 3x8 = to — — v t6 co 15 iv co a 3x8 = 3x4 = 4x6 = 3x8 = 3x4 = 4x6 3x4 = 9-512 18-2-6 24-9-10 33-6-14 43-0-0 9-5-2 8-9-5 6-7-3 8-9-5 9-5-2 Plate Offsets (X,Y)— [2:0-4-2,0-1-8],[6:0-3-0,0-2-4] [7:0-5-12,0-2-81,[11:0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d 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/TPI2014 Matrix-SH Weight: 223 Ito 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 Harz 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; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-D-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=943, 11=943. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. J-gn6r Velez PE N0.68182 3BTek Iue. DBA \HTek USA FL Ceri 6634 16023 Sningley Ridge Rd. Chesterfield. 370 63017 Dsre: May 25,2023 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANS11TPI1 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 T30641905 TTH115-118 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 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJC?f 12-4-3 18-2Fi 24-9-10 317-13 36-6-0 4300 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-6-0 Scale = 1:75.1 5x6 = 5.00 12 5x8 = 6 19 720 1 Iv 17 22 23 16 24 13 25 26 12 3x8 = 15 14 3x8 = 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 3x4 = 9-5-2 18-2-6 24-9-10 33-6-14 43-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 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(1-13 12) Max Grav 2=1873(LC 17), 11=1822(LC 18) CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.87 Vert(LL) -0.4012-14 >999 240 MT20 244/190 BC 0.98 Vert(CT) -0.70 12-14 >734 180 WB 0.99 Horz(CT) 0.20 11 n/a n/a Matrix-SH Weight: 221 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 5-7-5 oc bracing: 14-15. WEBS 1 Row at midpt 7-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3935/2089, 3-5=-3693/1971, 5-6=2725/1611, 6-7=2483/1560, 7-8=2734/1605, 8-10=-3710/1974,10-11=-3954/2108 BOT CHORD 2-17=-1844/3753, 15-17=-1514/3165, 14-15=-1112/2483, 12-14=1504/3011, 11-12=-1842/3589 WEBS 3-17=-333/332, 5-17=-192/687, 5-15=820/522, 6-15=-297/754, 7-14=-298/837, 8-14=-823/525, 8-12=-217/693, 10-12=-338/353 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuB=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & 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 nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=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. Joagnlu Velez PE \0.68182 N11ek lua. DBA ARTek QSA FL Cert 6634 16023 Ssiagi.y Ridge Rd. Chesterfield. A10 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 MiTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYM11 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 T uss Truss Type Qty Ply T30641906 TTH115-118 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 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJCW -�1-0-p 7-0-1 13-01 1111 21111 30-0-0 35-11-15 43-0-0 -0- 7-0-1 5-11-15 6-1-8 4-9-0 6-1-8 5-11-15 7-0-1 -0- 5x6 = 5.00 12 5x8 = Scale = 1,75.2 3x8 = 10 zI — it 16 ca 15 i4 cv co io 3x8 = 3x4 = 5x6 WS = 3x8 = 3x4 = 5x6 WB = 3x4 = 9-10-15 19-1-8 23-10-8 33-1-1 43-0-0 r 9-10-15 9-2-9 4-9-0 9-2-9 9-10-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 Rep Stress Incr YES WB 0.41 BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 *Except* 14,9-12: 2x4 SP No.1 BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 `Except* 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 DEFL. in (loc) I/deft Ud Vert(LL) -0.40 13-15 >999 240 Vert(CT) -0.70 13-15 >728 180 Horz(CT) 0.17 11 file n/a PLATES GRIP MT20 244/190 Weight: 228 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 8-15 i REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=-267(LC 10) Max Uplift 2=943(LC 12), 11=943(1-C 12) Max Grav 2=1871(LC 17),11=1873(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3899/2048, 3-5=-3656/1936, 5-6=2628/1546, 6-7=2388/1500, 7-8=2631/1546, 8-10=-3661/1936, 10-11=-3904/2048 BOTCHORD 2-18=-1764/3735, 16-18=-1422/3112, 15-16=-1019/2395, 13-15=-1434/2951, 11-13=-1776/3539 WEBS 3-18=-351/346, 5-18=-214/750, 5-16=877/557, 6-16=-330/762, 7-15=-326/836, 8-15=-879/558, 8-13=-214/751, 10-13=351/346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E) This item has been 19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left electronically signed and and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature nature 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, 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 Joaquin Velez RE \0.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." NVTek me. DBA 3BTekU$A EL Cert 6634 16023 Ssiaglep Ridge Rd. Ch-terfield. N10 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPlt 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 T30641907 TTH115-118 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 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -�1-0-p 7-0.1 13-0-0 19-1-8 23-10-8 30-0-0 3Llll-15 43-0-0 -0- 7-0-1 5-11-15 6-1-8 4-9-0 6-1-8 5-11-15 7-0-1 0 0 5x6 = 5.00 F12 5x8 = Scale = 1,75.1 3x8 = " "' `i .0 15 G° 14 10 — — 11 3x8 = 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = Ia 0 9-10-15 19-2-9 14-9-0 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 Ud 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 n/a BCDL 10.0 Code FBC2020rrPI2014 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=- 1808/3 72 7, 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. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E) This item has been 19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 42-10-4 zone; cantilever left and right exposed ; end vertical electronically signed and left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=944, 11=857. on any electronic copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this Component for any a..gw. Velez P€ N..68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 3Lrek Iuc. DBA A1iTek I.SA FL Cerr 6694 1602.1 Swiagiey Ridge Rd. Chesferfield.110 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 ony. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUMi Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type City Ply T30641908 TTH115-118 T09 Common Supported Gable 6 1 Job Reference (optional) Builders Firssource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:07 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-0-Q 21-6-0 43-0-0 -0- 21-6-0 21-6-0 5.00 12 5x6 = 13 14 Scale = 1,73.0 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 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 43-0-0 CSI. DEFL. in (loc) I/defl L/d TC 0.17 Vert(LL) -0.00 1 n/r 120 BC 0.18 Vert(CT) 0.00 1 n/r 120 WB 0.11 Horz(CT) 0.01 24 n/a n/a Matrix-SH PLATES GRIP MT20 244/190 Weight: 271 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 13-35, 12-36, 14-34 REACTIONS. All bearings 43-0-0. (lb) - Max Horz 2=297(LC 11) Max Uplift All uplift 100 lbor less 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 (Ib) 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; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-0-0 to 3-6-0, Exterior(2N) 3-6-0 to 21-6-0, Comer(3R) 21-6-0 to 25-9-10, Exterior(2N) 25-9-10 to 43-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26, 24 except (jt=lb) 37=104, 43=104, 45=153, 33=104, 27=107, 25=179. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 24. 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Iv 0 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE \o.681a2 NBTek Inc. DBA NBTek. USA FL Cerl 6634 16023 Swdngtey Ridge Rd. Chrafecrield"M 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 ANSIMPH Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Satiny Informadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type City Ply T30641909 TTH115-118 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 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f -1-0-Q 7-7-3 14-6-10 21-6-0 28-5-6 35-4-13 43-0-0 V-0-Q I—O-� 7-7-3 6-11-6 6-11� 6-11-6 6-11-6 7-7-3 .0- d 5x6 = 5.00 12 Scale = 1:72.2 3x8 = I r cc ro —ram cv — w 1 � co u - 3x8 = 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 33-11-10 3x4 = 43-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.91 BC 0.92 WB 0.99 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d -0.40 14-15 >999 240 -0.68 14-15 >751 180 0.18 10 n/a n/a PLATES GRIP MT20 244/190 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 ND.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(1-C 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=-170813783, 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; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 44-0-0 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * using a Digital Signature. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =1 O.Opsf. Printed copies of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) document are not considered 2=943,10=943. signed and sealed and the 7) '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. Jongaia Velez PE N.,68182 iBTek Iuc. DBA \BTek USA FL Cer(6634 16023 Shingle) Ridge Rd. Chesterfield, MO 63017 D. te: May 25,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 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, we ANSbTPIi 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 City Ply T30641910 TTH115-118 T10A Common 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 Is Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:11 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-Q 7-7-3 14-6-10 21-6-0 28-5-6 35-4-13 43-0-0 44-0-p -0- 7-7-3 6-11-6 6-11Fi 6-11-6 6-11-6 7-7-3 -0- 5x6 = 5.00 F12 Scale = 1:72.2 3x8 = .r « - -ram - 1. - .. 1. 11 .1 3x8 = 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 17-3-15 25-8-1 3x4 = Plate Offsets (X,Y)— [2:0-4-2,0-1-8], [4:0-3-0,Edge], [8:0-3-0,Edge], [10:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) III 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 FBC2020/TP12014 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) VaI16mph; 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 speck 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. Joegnla Velez PE \u.68182 XBTek Luc. DBA N1frek USA FL Cert 6614 16023 Swingle} Ridge Rd. Ch-teclieid. MO 63017 Date: May 25,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE M11-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/f Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Solely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641911 TTH115-118 V03 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:13 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-M 4-0-0 2-0-0 2-0-0 3x6 = Scale = 1:7.4 5.00 F12 2 3 1 v v a to o d 2x4 2x4 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/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc 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(1-C 12) Max Grav 1=92(LC 1),3=92(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 100lb uplift atjoint(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 Ne.68182 3DTek tor. DDA NDTek GSA FL Cerl 6634 16023 Svingley Ridge Rd. Chesterfield, \110 63017 Darr. 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 ANSYMI 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 T30641912 TTH115-118 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 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-1-8 4-3-0 2-1-8 2-1-8 3x6 = Scale: 1.5"=l' 5.00 12 2 3 1 ci xd o d 2x4 2x4 4-3-0 4-3-0 Plate Offsets (X,Y)— [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-3-0, 3=4-3-0 Max Horz 1=-16(LC 10) Max Uplift 1=-55(LC 12), 3=-55(LC 12) Max Grav 1=101(LC 1), 3=101(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagein Vele2 PE :Ku.68182 ABTek ter. DBA 3BTek USA FL Cert 6634 16023 Sningley Ridge Rd. Chesterfield, MO 63017 Date: May 25,2023 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing 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 ANS11TPl1 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, MO 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641913 TTH115-118 V05 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, v d 0 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:15 2023 Page 1 1 D: tPuYCeVfQTft30 C?ZvfnpzlG U H-RfC?P sB7OH g3NSg Pqn L8w3u lTXbG K WrC Doi7 J4zJC?f TRUSS DESIGNED FOR WIND LOADS IN THE PLANE 4x4 = OF THE TRUSS ONLY. FOR STUDS EXPOSED TO VIAND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT 3 QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 2x4 - 2x4 II 2x4 II 2x4 II 2x4 Scale = 1:16.7 LOADING (pst) 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 0.10 BC 0.08 WB 0.09 Matrix-SH DEFL. in floc) I/deft Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-1-0. (lb) - Max Horz 1=43(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 8=1127(1-C 12), 6=-127(LC 12) Max Grav All reactions 250 lbor 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; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 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 speck to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) This item has been 8=127, 6=127. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. J-90. Vd- PE 13o.68182 HITek 1uc. DBA \Iflek USA Pl. Cert 6634 16023 Sningley Ridge Rd. Chesterfield. MID 63017 D. tea 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 ANS117PH Quality Criteria, DSB-Be and BCSI Building Component 16023 Swingley Ridge Rd Satan' Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641914 TTH115-118 V06 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:16 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-" 5-1-0 2-6-8 2-6-8 e d 2x4 5.00 12 US = 2x4 Scale = 1:9.8 xd 0 0-0-10 5-M Plate Offsets (X,Y)— [2:0-3-0,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d 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 FBC2020/TPI2014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-11-13, 3=4-11-13 Max Horz 1=-21(LC 10) Max Uplift 1=-72(LC 12), 3=72(LC 12) Max Grant 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; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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 atjoint(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. doegrdn Velez PE N0.68182 NBTek Luc. DBA NBTek USA FL Cert 6634 16023 SFtngley Ridge Rd. Chesterfield. N10 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 ANSOPI1 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 T30641915 TTH115-118 V11 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:28:18 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 3-10-0 7-8-0 3-10-0 3-10-0 e 0 d 3x4 2x4 II 4x4 = 3x4 Scale = 1,14.2 7-8-0 7-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020(TPI2014 Matrix-SH Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-8-0, 3=7-8-0, 4=7-8-0 Max Horz 1=-35(LC 10) Max Uplift 1=-60(LC 12), 3=-60(LC 12), 4=-127(LC 12) Max Grav 1=102(LC 21), 3=102(LC 22), 4=258(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-159/296 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuk=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=1b) 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. Joegrdu Velez PE M1o.631112 NbTek luc. DBA VBTek USA FL Cert 6634 16023 SniagI.y Ridge Rd. Chesterfield. MID 63017 Dete: 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 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION � �4' Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property P Y Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See BCSI. J� and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For 0'17fi r c1-2 c2a wide truss spacing, individual lateral braces themselves bracing, Tor I WEBS c4 p�� of may require or alternative bracing should be considered. 3. Never exceed the design loading shown and never _ O V stack materials on inadequately braced trusses. U a_4. Provide this truss design to the building copies of designer, erection supervisor, property owner and For 4 x 2 orientation, locate c�-s cs s all other interested parties. plates 0- 111 ' from outside D BOTTOM S CHORDS 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7, Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted, moisture content of lumber software or upon request NUMBERS/LETTERS. shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but reaction section indicates joint © 2012 MiTek® All Rights Reserved 17. Install and load vertically unless indicated otherwise. It number where bearings Occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards' W1 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing.; 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, MiTek ANSIlrPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 21.The design does not take into account any dynamic Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 or other loads other than those expressly stated. Products PlotID Length Product Plies Net Oty Fab Type FJ1 20-00-00 16" BCI 4500s-1.8 2 8 MFD FJ2 5-00-00 16" BCI 4500s-1.8 2 8 MFD FJ3 20-00-00 16- BCI 5000s-1.8 1 44 MFD FJ4 20-00-00 16- BCI 5000s-1.8 1 8 MFD FJ5 16-00-00 16" BCI 5000s-1.8 1 28 MFD FJ6 4-00-00 16' BCI 6000s-IB 1 4 MFD Rm 1 12-00-00 1-1/8" x 16" BC RIM BOHRD OSB 1 41 FF Bkl 2-00-00 15" BCI 5000s-1.8 1 40 FF 19-08-00 Rml E Of 19-08-00 2- 0-00 Rml _ Y Y Y Y m m m m III III E tr FJ3111 ill III II III II II II II Ili III A FJ6 it E FJ5 1 1 I � I III H3 N III � H3 ' III H2 FJ1jj1 III E FJ3 I III ill III III FJ4 I FJ411I A 11 Y Y Y m m Rml — — Rml t Y Y Y m m m _ Y m III III III I III III III III III II e FA E III II III III III � III II III FJ6 III III Qf I III III III E FJ5 ill III —E CU LL II III FJ1 II II FJ3 III I I FJ4 A FJ4 Y Y Y Y Rml 2- 0-00 19-08-00 19-08-00 Rm] A A A A III I III I III II FA III III III III III II III A III III FJ6 III III II III E I III II III FJ5 H3 � �lH3III II II III H2 III FJI I E II III FJ3 III III III III III III m FJ4 FJ4 Y Y m Y Y m KmI 19-08-00 E BEARING HEIGHT 5GHEDULE Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTES: 1.) REFER TO HID 91 (RECOMMENOATION5 FOR HANDLING INSTALLATION AND TEMPORARY DRAGING.) REFER TO ENGINEERED OFAWIN65 FOR PERMANENT BRACING REQUIRED. 2.) ALL 191,155E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENTS. 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY BUILDER, 4) ALL TRU55E5 ARE DESIGNED FOR 2' o.c. MAXIMUM 5PAGIN6, UNLE55 OTHERW15E NOTED. 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO BE LOAD BEARING, UNLE55 OTHERWISE NOTED. 6.) 5Y42 TRUSSES MUST BE INSTALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGERS TO BE 51MP50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGERS TO DE 51MP5ON THA422 UNLE55 OTHERWISE NOTED. 8.) BEAM/HEADER/LINTEL (HDR) TO BE FURNISHED DY BUILDER. 5HOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50LE SOURCE FOR FABRICATION OF TRUSSES AM VOIDS ALL PREVIOL15 ARCHITECTURAL OR OTHER TRUSS LAYOUTS. REVIEW AND APPROVAL OF THI5 LAYOUT MUST BE RECEIVED DEFORE ANY TRUSSES WILL DE DUILT. VERIFY ALL COWITIONS TO INSLWE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHAR6E5 TO YOU, 44-wd Defwery Dw YYrmed by Dot,: r�Builders . FirstSource Orlando PHONE: 407-651-2100 FAX 407-551-7111 Plant Gity PHONE: 813-759-5�151 FAX: 813-752-1532 Starlight Homes L: Tyson TH 4-Unit A D ONE55: IEYIS Lots 115-118 DYANI OY: JOO 1: 5-24-23 Rick Products PlotID Length Product Plies Net Oty Fab FJ1 20-00-00 16" BCI 4500s-1.8 2 8 MFD FJ2 5-00-00 16" BCI 4500s-1.8 2 8 MFD FJ3 20-00-00 16" BCI 6000s-1.8 1 44 MFD FJ4 20-00-00 16" BCI 6000s-1.8 1 8 MFD FJ5 16-00-00 16" BCI 6000s-1.B 1 28 MFD FJ6 4-00-00 16" BCI 5000s-1.6 1 4 MFD Rm I 12-00-00 1-1/8" x 16" BC RIM BOARD OSB 1 41 FF Bkl 2-00-00 16" BCI 6000s-1.B 1 40 FF BEARING HEIGHT 56HEDULE Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTE5: 1.) REFER TO HID 91 (RECOMMENDATION5 FOR HANDLING INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWING', FOR PERMANENT DRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) M05T DE COMPLETELY DEGKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENT5. 3.) ALL VALLEY5 ARE TO DE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DE516NED FOR 2' o.c. MAXIMUM 5PAGIN6. UNLE55 OTHERW15E NOTED. 5.) ALL WALLS 5HOWN ON PLACEMENT PLAN ARE CON5IDERED TO DE LOAD DEARING. UNLE55 OTHERW15E NOTED. 6.) 5Y42 TRU55E5 MU5T DE INSTALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGERS TO DE 51MP50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGER5 TO DE 51MP50N THA422 UNLE55 OTHERWISE NOTED. 8.) BEAM/HEADER/LINTEL (HDR) TO DE FURN15HED BY BUILDER. WnCillrldi�.fP►[e,:fII3il►/:11� THI5 LAYOUT 15 THE 50LE 5OURCE FOR FABRICATION OF TRU55E5 AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF TH15 LAYOUT MU5T DE RECEIVED BEFORE ANY TRU55E5 WILL BE DUILT. VERIFY ALL COMITION5 TO INSURE AGAINST CHANGES THAT WILL RESU.T IN EXTRA CHAR6E5 TO YOU. R,j-tea N."y ow k!Builders . FirstSource Orlando PHONE: 407-851-2100 FAX: 407-651-7111 Plant Gity PHONE: 813-759-5951 FAX: 013-752-1532 Starlight Homes L: Tyson TH 4-Unit A �L A009E55: Lots 115-118 DRAM 1Y. 5-24-23 Rick Bdse case" Double 16" BCI® 4500s-1.8 PASSED -1.1 1 W4�OPNi-111 1 st FloorTloor JoistslFJ1(il553) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ1(0553) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 61 0 19-05-12 Total Horizontal Product Length = 19-05-12 62 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 2-3/8" 854 / 0 213 / 0 B2, 2-3/8" 1122 / 0 280 / 0 Load Summary Live Dead Snow Wind Roof OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 41 10 n\a View Fill) 2 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-10-10 Top 39 10 n\a View Fill) 3 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 16-00-06 19-05-12 Top 41 10 n\a View Fill) 4 FJ2(i1526) Conc. Pt. (Ibs) L 15-10-10 15-10-10 Top 417 104 n\a Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 5551 ft-Ibs 67.9% 100% 1 10-07-14 End Reaction 1402 Ibs 59.4% 100% 1 19-05-12 End Shear 1382 Ibs 35.0% 100% 1 19-03-06 Hole #1 Shear 396 Ibs 36.1 % 100% 3 08-00-00 Hole #2 Shear 320 Ibs 29.1 % 100% 4 12-00-00 Total Load Deflection U694 (0.332") 34.6% n\a 1 10-00-00 Live Load Deflection L/868 (0.266") 55.3% n\a 6 10-00-00 Max Defl. 0.332" 33.2% n\a 1 10-00-00 Span / Depth 14.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 3-1/2" 1067 Ibs 14.7% 45.2% Unspecified B2 Wall/Plate 2-3/8" x 3-1/2" 1402 Ibs 19.3% 59.4% Unspecified Cautions Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCIO 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 Boise Cascade eN �1NCCHEO WC>n0 purpUr;iS Double 16" BCI® 4500s-1.8 PASSED BC Design Engine Member Report Build 8548 Job name: Address: City, State, Zip: Customer: Code reports: ESR-1336 Notes 1st Floor\Floor Joists\FJ1(i1553) (Floor Joist) Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 File name: TTH1-9.mmdl Description: 1st Floor\Floor Joists\FJ 1 (i 1553) Specifier: Designer: Company: Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJST"' ALLJOIST®, BC RIM BOARD rm, BCI® , BOISE GLULAMTM, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 2 of 9 80i" cascw= Double 16" BCI® 4500s-1.8 PASSED EI_IEEWE6 w0 �NOW- 1st Floor\Floor Joists\FJ2(i7526) (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 IN 04-04-0s Total Horizontal Product Length = 04-04-08 10 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 2" 422 / 0 106 / 0 B2,4" 871/0 218/0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FJ5(i1545) Conc. Pt. (Ibs) L 01-09-10 01-09-10 Top 635 159 n\a 2 FJ5(i1533) Conc. Pt. (Ibs) L 03-09-10 03-09-10 Top 648 162 n\a Controls Summary Value % Allowable Duration Case Location Pos. Moment 885 ft-Ibs 10.8% 100% 1 01-09-10 End Reaction 1089 Ibs 36.9% 100% 1 04-04-08 End Shear 1089 Ibs 27.6% 100% 1 04-00-08 Total Load Deflection U999 (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 weoi"c = Double 16" BCI® 4500s-1.8 -dODUI 5 PASSED ``��%%`` ENC-tNE[NE6WOQD 1st Floor\Floor JoistslFJ2(11526) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i1526) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Hanger Manufacturer: Simpson Strong -Tie, Inc. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTm, ALLJOIST®, BC RIM BOARDTM, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAW, VERSA -RIM PLUS®, Page 4 of 9 80i" cascacw= Single 16" BCI® 6000s-1.8 PASSED tivNEFREO N+?60 %RJGU.:*S 1 st Flooffloor JoistslFJ3(11548) (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: 19-05-12 B1 B2 Total Horizontal Product Length = 19-05-12 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live 131, 2-3/8" 779 / 0 195 / 0 B2, 2-3/8" 779 / 0 195 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 4612 ft-Ibs 83.9% 100% 1 09-08-10 End Reaction 974 Ibs 72.7% 100% 1 00-00-00 End Shear 954 Ibs 43.9% 100% 1 00-02-06 Hole #1 Shear 303 Ibs 50.1 % 100% 3 08-00-00 Hole #2 Shear 338 Ibs 56.0% 100% 4 12-00-00 Total Load Deflection L/587 (0.393") 40.9% n\a 1 09-08-10 Live Load Deflection U734 (0.314") 65.4% n\a 6 09-08-10 Max Defl. 0.393" 39.3% n\a 1 09-08-10 Span / Depth 14.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxM Value Support Member Material 131 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified Notes Design meets Code minimum (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 BOARD-, BCI® , BOISE GLULAMTM, BC FloorValue®, VERSA -LAM®, VERSA -RIM PLUS®, Page 5 of 9 Boise caseacw— Single 16" BCI® 6000s-1.8 PASSED 1 st Floor\Floor JoistslFJ4(i1527) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i1527) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 11-04-02 B1 B2 Total Horizontal Product Length = 19-05-12 08-01-10 B3 I 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 U999 (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 Boise CawacW Single 16" BCI® 6000s-1.8 PASSED ewcwecaeo wcco � aoow�,5 1 st 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: 1 st Floor\Floor Joists\FJ4(i 1527) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75) Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTm, ALLJOISTO , BC RIM BOARDTm, BCI® , BOISE GLULAMTA°, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 7 of 9 Boise c = Single 16" BCI® 6000s-1.8 PASSED ENi�4NELaFR W.�OD 'ROOU� �S [� 1st Floor%Floor JoistsTJ5(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: B1 15-11-04 Total Horizontal Product Length = 15-11-04 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live 61, 2-3/8" 637 / 0 159 / 0 B2, 2-3/8" 637 / 0 159 / 0 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 U1021 (0.184") 23.5% n\a 1 07-11-04 Live Load Deflection L/1277 (0.147") 37.6% n\a 6 07-11-04 Max Defl. 0.184" 18.4% n\a 1 07-11-04 Span / Depth 11.7 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM' ALLJOISTO , BC RIM BOARDTM, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 8 of 9 Boiw CascacW Single 16" BCI® 6000s-1.8 PASSED c4GiMECRED N'GG(1. Hi^.Q»,:i5 1st FloorTloor JoistslFJ6(i1555) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ6(i1555) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 03-08-14 Total Horizontal Product Length = 03-08-14 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 3-1 /2" 52 / 0 13 / 0 B2, 2-3/8" 58 / 0 15 / 0 Load Summary Live Dead Snow Wind Roof ocs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-03-08 03-08-14 Top 32 8 n\a View Fill) Controls Summary Value %Allowable Duration Case Location Pos. Moment 57 ft-Ibs 1.0% 100% 1 01-11-00 End Reaction 73 Ibs 5.4% 100% 1 03-08-14 End Shear 65 Ibs 3.0% 100% 1 00-03-08 Total Load Deflection L/999 (0.001") n\a n\a 1 01-11-00 Live Load Deflection L/999 (0.001") n\a n\a 2 01-11-00 Max Defl. 0.001" n\a n\a 1 01-11-00 Span / Depth 2.5 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 3-1/2" x 2-5/16" 65 Ibs 0.9% 4.2% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 73 Ibs 1.5% 5.4% Unspecified Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC@ analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJST1 ' ALLJOIST@ , BC RIM BOARDT"', BCI@ , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ , Page 9 of 9 DESCRIPTION: LOT(S)1 15-1 18 TYSON TOWNHOMES, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK 91, PAGE(S)130-135, OF THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. ° � � 95.96' + 7 96.5' OD O O O 10.2' SITE PLAN (NOT A SURVEY) N 8_9'47'39' E1PI 303.61: (P) TRACT "A" BASIS OF BERING (HOA) RIGHT-OF-WAY ELBY LANE 20.00' (P) T. 20.00' (P) 1 A. 20.06' (P) • ' ?'47'39 E (P) 9 .06' jP) IO e . . •' I . 1 • a e ° 1 3' 9.0' .9.0' •0 T ENTRY I 3 I ENTRY 'p 11.3' O I 11.3 ENTRY I O 7.8' I I 7.8' 118 Z 1 117 7'8 1 116 RC, I O n I a jm�O G)FrZO _o I a v0 I > 0 I aDarm- m I W O MO.M CD >m�m mmZa G)MZ0 I� M M cl a<woN 10 Taap ~ Z n v *+ = VO I Z I m I i Z I n I m 3 °. 9.0' 0 115 0 C) mm�l -0" >�zv _a TZwN mam- T o O i m Z M � I I 1 0.9' 1 10.2' 19.4' I i 19.1' 19.1' io.o'.: 0 -1 ,� 0 19.4' I - - 0 I I 10.0' PATIO 3❑0' 10.0' A/C PATIO A/C TYP PATIO A/C A/C PATIO 95.3' + I 30.00' P 1 20.00' P I I 20.00' P I 1 35.52' P TRACT "B-4" e • °d (HOA) OPEN SPACE & PARK AREA < • • ° . e < •' A CURVE RADIUS ARC LENGTH CHORD LENGTH I CHORD BEARING DELTA ANGLE C36 16.00' 25.27' 22.72' 1 N 44'57'44" W 90'29' 13" 10' UTILITY M _WATER * _ & SIDEWALK EASEMENT METERS NOTES: LOT GRADING TYPE =N/A PROPOSED PAD ELEVATION = 95.70' FRONT SET BACK = 20' SIDE SET BACK = 10' REAR SETBACK = 15' SURVEY ABBREVATIONS LEGEND: _1-►= PROPOSED DRAINAGE FLOW + 00.00 = PROPOSED GRADE * 16.2' "e PROPOSED: MINIMUM FLOOR ELEVA LIVING AREA: 96.37' GARAGE AREA: ELEVATIONS REFERENCE NORTH AMERICAN VERTI DATUM OF 1988 SEC. 2, TWP. 26 S, RNG 2 PASCO COUNTY, FLORID (TYSON TOWNHOMES) I i ° i 1 19.011 s 1 LU W LU ¢� LL Q cq ('� O Q �o 1 o_I QO J W 2 V I J C > Z I 19.0' n I LOT = 8413 SO. FT, LIVING AREA = 2415 SO. FT. ENTRY = 125 SO. FT. GARAGE = 891 SO. FT. COVERED LANAI = XXX SO. FT. TIONS: PATIO = 160 SO. FT. POOL AREA = XXX SO. FT. CONC. DRIVE = 612 SO. FT. D TO A/C & CONC PAD = 36 SO. FT. CAL SIDEWALK = 675 SO. FT. SIDE YARD SWALE = XXX SO. FT. CONSERVATION AREA = XXX SO. FT. LOT OCCUPIED = 58 ARFA TC) IRRIC;ATF = 42 A/C = AIR CONDITIONER (D) = DEED INV = INVERT PC = POINT OF CURVE (R) - RECORD Drawn By: C WC P. AF =ALUMINUM FENCE BFE = BASE FLOOD ELEVATION D.E- DRAINAGE EASEMENT EL OR ELEV = ELEVATION LB =LICENSED BUISNESS PCP = PERMANENT CONTROL POINT LFE = LOWEST FLOOR ELEVATION P/E = POOL EQUIPMENT RNG = RANGE RRS = RAIL ROAD SPIKE Checked B JH y File: BM = BENCH MARK C = CURVE EOP = EDGE OF PAVEMENT ESMT = EASEMENT LS = LICENSED SURVEYOR (M) = MEASURED PG = PAGE PI - POINT OF INTERSECTION R/W = RIGHT OF WAY SEC = SECTION Date Of Plan:5-26-23 (C) - CALCULATED F/C = FENCE CORNER MES = MITERED END SECTION PK -PARKER KALON SN&D = SET NAIL AND DISK LB#8183 f = CENTERUNE FCM = FOUND CONCRETE MONUMENT NCF = NO CORNER FOUND POS = POINT OF BEGINNING SIR = SET 1/2- IRON ROD LB# 8183 CLF = CHAIN LINK FENCE FIP - FOUND IRON PIPE C/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 COL = COLUMN FN&D - FOUND NAIL & DISK O.R. = OFFICIAL RECORDS PRC = POINT OF REVERSE CURVE TWP = TOWNSHIP This SITE Plan Prepared for and Certified To: 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 REVISIONS: lE A 1708 Water Oak Drive Tarpon Springs, Florida Phone: (727)-831-1990 FloridaPLS7123@gmail.com LB# 8183 1 e: 1"=20' 'RGA.W.1 RG.I.E. TWP.0 TVP.I.s. ,RG.I.W.1 RG.I.E.. 51 Initial Point Land Surveying, LLC. LEGEND SURFACE TYPE FENCES CONC ALUMINUM FENCE O= ASPHALT VINYL FENCE = BRICK WOOD FENCE = SAND/DIRT CHAIN LINK FENCE COVERED OVERHEAD POWER - OHP - OHP - LEGEND: f-► = PROPOSED DRAINAGE FLOW (00.00) = PROPOSED GRADE = 2" OAK E-00.00 = EXISTING GRADE APPARENT FLOOD HAZARD ZONE: "X" COMMUNITY NO. 120235 (MAP NUMBER 12101C-0456-F) EFFECTIVE DATE: 09/26/2014 1.) Current title information on the subject property had not been furnished to Initial Point Land Surveying, LLC. at the time of this SITE PLAN 2.) This sketch was prepared without the benefit of a title search. No instruments of record reflecting ownership, easements or rights -of -way were furnished to the undersigned, unless otherwise shown hereon. 3.) Roads, walks, and other°similar items shown hereon were taken from engineering plans and are subject to survey. 4.) This SITE PLAN does not reflect nor determine ownership. 5.) This SITE PLAN is subject to matters shown on the Plat of 'TYSON TOWNHOMES" 6.) Dimensions shown hereon are in feet and decimal portions thereof. 7.) Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise Initial Point Land Surveying, LLC. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. Phis certifies that sketc�tll� d0cr�i�l4s -/il d property was made indeymy so l i lards of Practice for ;urve s as t ors in Chapter iJ-17.051 througlr=5J-17.0 , F14 ode, pursuant to section 47 Nori hate Sta�l�2: 202 .0 3 e09:55:10 - VF Jeff M. Hartley �.. 0 Q Date FLORIDA PROFE d& SU ND PfR LS#7123 LB#8183 NOT VALID 116r� HE O�NATURE AND SEAL OF A FLCfI�Ai1��Ll�FDLSF.A6il _.R9bR AND MAPPER