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HomeMy WebLinkAbout38054-38082 Elby Ln (2)mm MIl0 MiTek' RE: TTH119-125 MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Site Information: Customer: Starlight Homes Project Name: TTH119-125 Lot/Block: 119-T25 Model: 7 Plex Address: . Subdivision: Tyson City: Zephyrhills State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.6 Wind Code: ASCE 7-16 Wind Speed: 150 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 32 individual, 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 T30641470 C 1 A 5/25/2023 21 T30641490 Tl l 5/25/2023 2 T30641471 C3A 5/25/2023 22 T30641491 Vol 5/25/2023 3 T30641472 CJ1 5/25/2023 23 T30641492 V02 5/25/2023 4 T30641473 CJ3 5/25/2023 24 T30641493 V03 5/25/2023 5 T30641474 EJ5 5/25/2023 25 T30641494 VO4 5/25/2023 6 T30641475 HJ5 5/25/2023 26 T30641495 V05 5/25/2023 7 T30641476 T01 5/25/2023 27 T30641496 V06 5/25/2023 8 T30641477 T02 5/25/2023 28 T30641497 V07 5/25/2023 9 T30641478 T03 5/25/2023 29 T30641498 V08 5/25/2023 10 T30641479 T04 5/25/2023 30 T30641499 V09 5/25/2023 11 T30641480 T04A 5/25/2023 31 T30641500 V10 5/25/2023 12 T30641481 T05 5/25/2023 32 T30641501 V11 5/25/2023 13 T30641482 T05A 5/25/2023 14 T30641483 T06 5/25/2023 15 T30641484 T06A 5/25/2023 16 T30641485 T07 5/25/2023 17 T30641486 T07A 5/25/2023 18 T30641487 T09 5/25/2023 19 T30641488 T10 5/25/2023 20 T30641489 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 ��%J 111111111 based on the parameters provided by Builders FirstSource - Plant City. %% QU I N VFW Truss Design Engineer's Name: Velez, Joaquin :� •,��C•E N SF.•� ����' 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. �-10 •�� 0'., STATE OF 0 R t.. ``� �0 N A, E�%O% Joaquin Velez PE Yo.68182 MiTek Inc. DRA 'MiTek L'SA FL Cem 6634 Data Swingl.y Ridge Rd. Chesterfield. NIO 63017 May 25, 2023 1 of 1 Velez, Joaquin Job Truss Truss Type Qty Ply T30641470 TTH119-125 CIA 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 11:21:58 2023 Page 1 I D: tPuYC eVfQTfYt3OC?ZvfnpzlGU H-RfC?P sB7OHg3N SgPgnL8w3u ITXbG KWrCDoi7J4zJ C?f -1-0A 1-7-10 1-0-0 1-7-10 Scale = 1:9.0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 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 FBC2020frPI2014 Matrix-P Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=82(LC 12) Max Uplift 3=-26(LC 9), 2=-122(LC 12) Max Grav 3=31(LC 17), 2=132(LC 1), 4=32(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 3 and 122 lb uplift at joint 2. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagrda Velez PC No.68182 Niiek Inc. DBA NiTek USA FL Cert 6634 16023 Snrialllec Ride Rd. Chesterfield, N10 63017 D. tc: May 25,2023 -- i a WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5l19/2020 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 MiTekP is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 16023 Suingley 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 T30641471 TTH119-125 C3A Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 1-0-0 2x4 = 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:21:59 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3N SgPgn L8w3u ITXbGK WrC Doi7J 4zJC?f 3-3-10 Scale = 1:13.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TIC 0.26 BC 0.11 WB 0.00 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=126(LC 12) Max Uplift 3=-80(LC 12), 2=138(LC 12) Max Grav 3=81(LC 17), 2=188(LC 1), 4=62(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-2-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3 and 138 lb uplift at joint 2. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 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. 3oagNu Yelez PE No.68182 WTek 1— DBA NBIek USA FL Cerr 6634 16023 SSringlec Ridge Rd. Chesterfield, VIO 63017 Dste: 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 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 ANS1/TP11 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 T30641472 TTH119-125 CJ1 Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:21:59 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PSB70H q3N SgPgnL8w3u ITXbG KWrC Doi7J4zJ C?f -1 0 0 1-4-14 1-G-0 1-4-14 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 7.0 Lumber DOL 1.25 BC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=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. Scale = 1:7.4 DEFL. in floc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Vert(CT) -0.00 2 >999 180 Horz(CT) 0.00 3 n/a n/a Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 3 and 129 lb uplift at joint 2. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. I-gaie Velez PE Na.68182 \BTek Iue. DBA NBTek USA FL Cen 6634 16023 Sainglov Ridge Rd. Chester Geld. MO 63017 Da te; 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 ANSIITP1 f Quality Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641473 TTH119-125 CJ3 Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, -1-0-0 2x4 = 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:00 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 3-9-11 Scale = 1:12.4 3-9-11 3-9-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.35 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. BOT CHORD 2x4 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=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=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 3 and 153 lb uplift at joint 2. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagnla Cdez PE Ne.68182 A7iTek Iuc. DBA NHTek USA 9T. Cen 604 16023 Svingiey Ridge Rd. Chesterfield. 3i0 63017 Daw May 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641474 TTH119-125 EJ5 Jack -Open 34 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 Is Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:01 2023 Page 1 I D: tP uYC eVfQTtYt3OC?ZvfnpzlGU H-RfC?P sB7OH g3NSgPgn L8w3u ITXbG KWrC Doi7J 4zJC?f 1 0 0 540-0 1 0 0 5-0-0 3x4 = 5-0-0 5-0-0 Scale = 1,17.4 Plate Offsets (X,Y)— [2:0-4-0,0-0-3] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TOLL 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 file n/a BCDL 10.0 Code FBC20201TPI20114 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; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ff; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 3 and 155 lb uplift at joint 2. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any This item has been particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. .1-gain tlelez PE No.68182 D11Tek Inc. DRA 311Tek k:SA FL Cet'f 6634 160Li Svingley Ridge Rd Clesterfield. VIO 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 ANSYTPIf Quality Criteria, DS849 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641475 TTH119-125 HJ5 Diagonal Hip Girder 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, -1-6-12 3x4 = 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 2411:22:01 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OHg3NSgPgnL8w3u ITXbG K WrC Doi7J4zJC?f 7-8-13 7-8-13 7-8-6 LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.15 2-4 >603 240 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.33 2-4 >276 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Hcrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-4-9, 4=Mechanical Max Horz 2=172(LC 8) Max Uplift 3=-180(LC 8), 2=283(LC 8) Max Grav 3=183(LC 1), 2=388(LC 1), 4=148(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.2 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-16; 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); 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) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint 3 and 283 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 23 lb up at 1-6-10, 85 lb down and 34 lb up at 2-6-11, and 47 Ile down and 106 lb up at 4-8-1, and 108 lb down and 95 lb up at 5-1-14 on top chord, and 5 lb down at 1-6-10, 8 lb down at 2-6-11, and 27 lb down at 4-8-1, and 23 lb down at 5-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 7=-3(F) 8=-2(B) 11=5(F) 12=5(B) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagrdn Velez PE No.68182 NETek Inc. DBA MiTek USA FT. Cen 6634 16023 Sningley Ridge Rd. Chesterfield. MO 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 r�iTek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIi Qualify Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641476 TTH119-125 Tot Hip Girder 2 Job Reference (optional) tsunaers rastsource t I ampa, t-Lj, I amps, FL - JJDo4, b.6JU S NOV 1 `J Zu,, MI I aK m...ines, Inc. Wea May z4 1 T.22:U6 ZU29 rage i I D:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1 0 p 6-2-6 11-4-12 16 51± 21-6-0 26-6-10 31-7-4 36-9-10 43-0-0 44-0 p 6-2-6 5-2-6 5 0 10 5-0-10 6-0-10 5-0-10 5 6-2-6 Scale = 1:73.6 5,00 12 6x8 = 2x4 II 4x8 = 7x8 = 4x8 = 2x4 II 6x8 = 3 21 22 4 23 24 5 2526 27 6 28 2930 7 31 32 8 33 34 9 5x8 = 20 35 36 19 37 38 1817 39 40 16 41 42 1514 43 44 13 45 46 12 5x8 = 2x4 11 5x8 = 7x8 WB = 4x8 = 2x4 11 5x8 = 2x4 11 2x4 I 7x8 WB = 11-4-12 16-5-6 21-M 26-6-10 31-7-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.82 16 >625 240 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.96 16 >534 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD 3-6,6-9: 2x6 SP No.2 BOT CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=D-3-8, 10=0-3-8 Max Horz 2=-94(LC 6) Max Uplift 2=-1645(LC 8), 10=1722(1-C 8) Max Grav 2=2532(LC 1),10=2602(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5972/3778, 3-4=-8812/5811, 4-5=8810/5809, 5-6=-11509/7662, 6-7=-11509/7662, 7-8=8924/5934, 8-9=-8926/5936, 9-10=-6152/3976 BOT CHORD 2-20=-3371/5458, 19-20=-3370/5475, 17-19=-7061/10896, 16-17=-7061/10896, 15-16=-7123/10952, 13-15=7123/10952, 12-13=3553/5641, 10-12=-3554/5625 WEBS 3-20=0/450, 3-19=2515/3773, 4-19=-495/505, 5-19=-2340/1584, 5-17=0/383, 5-16=539/717, 6-16=-447/498, 7-16=454/644, 7-15=0/383, 7-13=-2267/1515, 8-13=-495/505, 9-13=-2451/3705, 9-12=0/449 36-9-10 43-0-0 PLATES GRIP MT20 244/190 Weight: 531 lb FT = 20% Structural wood sheathing directly applied or 4-4-13 oc purlins. Rigid ceiling directly applied or 8-1-10 oc bracing. NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; 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); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1645 lb uplift at joint 2 and 1722 lb uplift at joint 10. 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. JoagWe Velez PE No.68182 NUTek Inc. DBA NUTek USA FL Cert 604 16023 SwIngley Ridge Rd. Chesterfield.'.V10 63017 Datc: May 25,2023 A WARNING - Veny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE, Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTeK is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Cifterfa, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd SetetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641476 TTH119-125 T01 Hip Girder 2 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:06 2023 Page 2 I D: tP uYCeVfQTfYt30C?ZvfnpzlG U H-RfC?P s B70Hg3N SgPgn L8w3u ITXbG KWrC 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 Ib 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 Ito down and 153 lb up at 12-3-2, 124 lb down and 153 Ito up at 14-3-2, 124 lb down and 153 lb up at 16-3-2, 124 lb down and 153 lb up at 18-3-2, 124 lb down and 153 lb up at 20-3-2, 124 lb down and 153 lb up at 21-6-0, 124 lb down and 153 lb up at 22-8-14, 124 lb down and 153 lb up at 24-8-14, 124 lb down and 153 lb up at 26-8-14, 124 lb down and 153 lb up at 28-8-14, 124 lb down and 153 lb up at 30-8-14, 125 lb down and 153 lb up at 32-8-14, and 125 lb down and 153 lb up at 34-8-14, and 225 lb down and 372 lb up at 36-9-10 on top chord, and 141 lb down at 6-2-6, 56 lb down at 8-3-2, 56 lb down at 10-3-2, 56 lb down at 12-3-2, 56 lb down at 14-3-2, 56 lb down at 16-3-2, 56 lb down at 18-3-2, 56 lb down at 20-3-2, 56 lb down at 21-6-0, 56 lb down at 22-8-14, 56 lb down at 24-8-14, 56 lb down at 26-8-14, 56 lb down at 28-8-14, 56 lb down at 30-8-14, 56 lb down at 32-8-14, and 56 lb down at 34-8-14, and 141 lb down at 36-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-9=54, 9-11=-54, 2-10=-20 Concentrated Loads (lb) Vert: 3=-68(B) 9=-167(B) 20=-88(B) 5=68(B) 17=-28(B) 16=-28(B) 6=-68(B) 15=28(B) 7=-68(B) 12=-88(B) 21=-68(B) 22=-68(8) 23=68(13) 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(161) 40=-28(B) 41=-28(B) 42=-28(B) 43=-28(B) 44=-28(B) 45=28(B) 46=28(B) O WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSLTP/l 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 T30641477 TTH119-125 T02 Hip 2 1 Job Reference (optional) Builders Firssource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:07 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3N SgPgn L8w3u ITXbG K WrC Doi7J4zJC?f -1 5-1-7 8-7-3 15-1-10 21.6A 27-10-6 344-13 37-10-9 131 -0 0 5-1-7 3-5 12 6 Cr7 6 4 6 6. 4 63-5 12 5-1-7 3x4 = 5x6 = 5.00 F12 3x4 = 4x6 = 3x4 = 5x6 = 4 21 522 23 6 7 24 825 26 9 0 Scale = 1:73.6 5x8 = 18 17 16 15 14 13 5x8 = 4x8 = 6x8 = 4x4 = 4x4 = 6x8 = 4x8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.77 BC 0.82 WB 0.47 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) 0.63 15-16 >811 240 Vert(CT) -0.87 15-16 >591 180 Horz(CT) 0.18 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 239 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 8-13 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=-127(LC 10) Max Uplift 2=-943(LC 12), 11=943(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 2 I$ NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 8-7-3, Exterior(2R) 8-7-3 to 14-8-3, Interior(1) 14-8-3 to 34-4-13, Exterior(2R) 344-13 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 943 lb uplift at joint 2 and 943 lb uplift at signed and sealed and the joint 11. 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. 3oagrda Velez PP No.68182 3111Tek lac. DBA 4BTek USA FL C#m 66.14 16023 Sniagiey Ridge Rd. Chesterfield, MO 63017 Date: May 25,2023 O WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and 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 T30641478 TTH119-125 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 11:22:08 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 66-5 11-0-0 18-0-9 24-11-7 32:0-0 36-5-11 43-0-0 4,r1-0-p 6 5 4-5-11 7 0 9 6-10-13 7 0 9 4-5-11 6-6-5 5x8 = 2x4 11 5.00 12 421 22 5 23 5x8 = 24 6 25 5x6 = 726 Scale = 1,73.7 3x6 - 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 N0.2 `Except' 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 9=0-3-8 Max Horz 2=159(LC 11) Max Uplift 2=-943(LC 12), 9=-943(LC 12) Max Grav 2=1642(LC 1), 9=1642(LC 1) 4x6 = 3x10 = 2x4 11 5x6 = 3x8 = 2x4 II CSI. DEFL. in floc) I/deft Ud PLATES GRIP TC 0.87 Vert(LL) 0.5214-15 >988 240 MT20 244/190 BC 0.94 Vert(CT) -0.73 14-15 >699 180 WB 0.75 Horz(CT) 0.23 9 n/a n/a Matrix-SH Weight: 218 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-15, 6-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3513/2077, 3-4=-3065/1877, 4-5=-3608/2259, 5-6=-3608/2259, 6-7=2810/1792, 7-8=-3066/1877, 8-9=-3512/2077 BOT CHORD 2-18=-1794/3166, 17-18=-1794/3166, 15-17=-1479/2792, 14-15=1949/3605, 12-14=-1949/3603,11-12=1806/3165,9-11=-180613165 WEBS 3-17=-476/379, 4-17=-161/394, 4-15=577/1078, 5-115=398/374, 6-14=0/281, 6-12=-1058/570, 7-12=-462/882,8-12=475/379 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 11-0-0, Exterior(2R) 11-0-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(2R) 32-0-0 to 38-1-0, Interior(1) 38-1-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at joint 9. 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." e 0 Iv 6 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. Joagnia Velez PE N..69182 NBTek luc. DBA NBTek USA FL Cer [ 6634 16a23 Sssdagloy Ridge Rd. Chesterfield. MO 6R17 Date: May 25,2023 A WARNING - Vedfy 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 MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/f quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Sa/ely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641479 TTH119-125 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 11:22:10 2023 Page 1 ID: tP uYCeVfQTfYt30C?ZvfnpzlG U H-RfC?PsB70H g3NSg Pqn L8w3u ITXbG KWrC Doi7J4zJ C?f -1-0-Q 7-0-5 13-0-13 18-9-10 242-6 29-7-3 35-11-11 i 43-0-0 44-0-0 7-0 5 6 4 8 5 4-13 5-4-13 5-4-13 6-4-8 7-0-5 5x6 = .—r- 3x4 = 5 20 3x4 = 3x6 = 6 7 5x6 = 8 Scale = 1:73.9 3x8 = 18 17 -io Zt bs io w Za 14 13 12 3x8 = 2x4 II 3x8 = 4x6 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 3x4 = 4x6 = 3x8 = CSI. DEFL. in floc) I/deft L/d TC 0.82 Vert(LL) -0.41 15-17 >999 240 BC 0.80 Vert(CT) -0.71 15-17 >724 180 WB 0.76 Horz(CT) 0.21 10 n/a rile Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD 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 2x4 11 PLATES GRIP MT20 244/190 Weight: 219 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 4-6-12 oc bracing. 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=431t; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(21R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(21R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at signed and sealed and the joint 10. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. 3oagnle Velez PE \0.68182 NETek Loc. DBA \DTek USA FL Ccrt 6634 16023 Svingtev Ridge Rd. Chesterneld.10 63017 Date: May 25,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 SCSI Building Component 16023 Swingley Ridge Rd SafelyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641480 TTH119-125 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 11:22:11 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJCW 71-0-p 7 13- 13 18-9-10 24-2-6 29-7-3 35-11-11 43.0-0 VOa 7-0_5 6-4-8 ' 5-4-13 ` 5-4-13 5-4-13 6-4-8 + 7-0-5 5x6 = 3x4 = 19 5 20 3x4 = 3x6 = 6 7 5x6 = 8 Scale = 1,73.8 3x8 = 17 16 10 cc to w 1q to 13 12 11 3x8 = 2x4 11 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 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 FBC2020/TP12014 CSI. TC 0.85 BC 0.80 WB 0.77 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/dell Ud -0.41 12-14 >999 240 -0.71 12-14 >723 180 0.21 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SIP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2x4 SIP No.3 REACTIONS. (size) 10=0-3-8, 2=0-3-8 Max Horz 2=190(LC 11) Max Uplift 10=-857(LC 12), 2=944(LC 12) Max Grav 10=1807(LC 18), 2=1861(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3964/2102, 3-4=-3217/1790, 4-5=2948/1731, 5-7=3390/1945, 7-8=-2951/1723, 8-9=-3220/1794, 9-10=3964/2100 BOT CHORD 2-17=-1855/3714, 16-17=-1855/3714, 14-16=-1622/3358, 12-14=-1637/3305, 11-12=-1846/3592, 10-'1'1=1846/3592 WEBS 3-17=0/276, 3-16=784/507, 4-16=405/964, 5-16=-655/358, 5-14=0/255, 7-14=0/253, 7-12=-654/357, 8-12=-416/965, 9-12=793/515, 9-11=0/277 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 857 lb uplift at joint 10 and 944 lb uplift signed and sealed and the at joint 2. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. JoagNa Velez PE No-63182 illiek tee. DBA 3DTek USA FL Cert 604 16023 Swiegley Ridge Rd. Chesterfield. NIO 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 Is truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641481 TTH119-125 T05 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, &630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:12 2023 Page 1 ID: tPuYCeVfQTfYt30C?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1 0 0 8 4� 15-9-10 21�-0 27-2-6 34-7-12 43-0-0 4p-0-P -0- 8-4-4 7-5-5 5 V 5-8� 7-5-5 8-4-4 0- 5.00 F12 5x8 = 2x4 11 5x8 = 5 18 6 1920 21 7 Scale = 1:75.2 3x8 = 16 15 `° 14 — 13 12 3x8 = 2x4 11 5x6 = 3x8 = 5x6 = 2x4 11 34-7-12 43-M LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrPI2014 CSI. TIC 0.97 BC 0.88 WB 0.36 Matrix-SH DEFL. in (loc) I/deft Lid Vert(LL) 0.36 14 >999 240 Vert(CT) -0.56 14-15 >920 180 Horz(CT) 0.20 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 222 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except" TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing. BOT CHORD 2x4 SP No.1 'Except" WEBS 1 Row at midpt 3-15. 9-13 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-223(LC 10) Max Uplift 2=-943(LC 12), 10=943(1-C 12) Max Grav 2=1861(LC 17), 10=1861(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3888/2047, 3-5=-2973/1686, 5-6=2882/1743, 6-7=-2882/1743, 7-9=-2973/1686, 9-10=-3889/2047 BOT CHORD 2-16=-1752/3670, 15-16=-1752/3670, 14-15=-1217/2786, 13-14=1230/2675, 12-13=-1766/3503, 10-12=-1766/3503 WEBS 3-16=0/345, 3-15=980/593, 5-15=210/669, 5-14=-198/447, 6-14=-337/305, 7-14=-1981447, 7-13=-210/670, 9-13=981/593, 9-12=0/345 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 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 21-1D-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 nature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at joint 10. on any electronic copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any J..gnia V.I.. PE N..69192 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AtTek mr. DBA LBTek USA rti Cert 6634 16023 SRiagley Ridge Rd. Chesterfield. MO 63017 Aare: May 25,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIf 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 T30641482 TTH119-125 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 11:22:13 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?P s B7OHg3N Sg Pqn L8w3u ITXbG KWrC Doi7J4zJ C?f -1-0-Q 8-4-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0 8-4� 7-5-5 5-8-6 5-8-6 7-5-5 84-4 Scale = 1:75.1 5.00 12 5x8 = 2x4 II 5x8 = 5 17 6 18 19 20 7 3x8 = 15 14 ZZ 13 Ld 12 11 3x8 = 2x4 II 5x6 = 3x8 = 5x6 = 2x4 11 IQ. LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 1.00 BC 0.90 WB 0.36 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) 0.36 13 >999 240 Vert(CT) -0.56 12-13 >918 180 Horz(CT) 0.20 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 3-14, 9-12 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=221(LC 11) Max Uplift 2=-944(LC 12), 110=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; 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 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 944 lb uplift at joint 2 and 857 lb uplift at joint 10. on any electronic copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any Jeagtda Velez PE tio.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." MiTek Luc. DBA 311Tek USA rL CeR 6634 16023 Swfagtee Midge Rd. Cheslerfletd. M0 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSi Building Component 16023 Swingley Ridge Rd Sarety/nformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641483 TTH119-125 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 11:22:14 2023 Page 1 ID: tP uYCeVfQTfYt30C?ZvfnpzlG U H-RfC?P5B70H g3NSgPgnL8w3u ITXbGK WrC Doi7J4zJC?f 1 0 Q 6 6 0 12 4-3 18-2-6 24-9-10 30-7-13 36-6-0 43-0-0 44-0-p 6E-0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-6-0 Sx6 = 5.00 12 6 20 5x8 = 721 Scale = 1:75.2 3x8 = o — — a 16 " 15 - — `r - 3x8 = 3x4 = 4x6 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 TCDL 7.0 Lumber DOL 1.25 BC 0.98 BCLL 0.0 * Rep Stress Incr YES WB 0.99 BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except* 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=-254(LC 10) Max Uplift 2=-943(LC 12), 11=943(LC 12) Max Grav 2=1872(LC 17), 11=1876(LC 18) 3x4 = 4x6 3x4 = DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.40 13-15 >999 240 MT20 244/190 Vert(CT) -0.70 13-15 >733 180 Horz(CT) 0.20 11 n/a n/a Weight: 223 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 5-8-0 oc bracing: 15-16. WEBS 1 Row at midpt 7-16 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3934/2082, 3-5=-3693/1963, 5-6=2723/1603, 6-7=2481/1552, 7-8=2733/1603, 8-1 0=-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; Vuk=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at joint 11. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I¢ This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jouquiu Velez PE No.68182 iDTek 1— DBA.MiTek USA FI. Cert 6634 1602.i Svrludep Ridge Rd. Chesterfield. MO 63017 D.tec May 25,2023 A WARNING - Veny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIf Queft Criteria, DSB•89 and SCSI Building Component 16023 Swingley Ridge Rd Safetylnformstion available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641484 TTH119-125 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 2411:22:15 2023 Page 1 I D: tPuYCeVfQTfYt30 C?ZvfnpzlGU H-RfC?P sB7OH q3N Sg Pqn L8w3u ITXbGK WrC Doi7 J4zJ C?f -i1-0-Q 6-6-0 12-4-3 18-2-6 24-9-10 30-7-13 36-6-0 43-0-0 -0- 6ii-0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-M 5.00 12 5x6 = 6 19 5x8 = 720 Scale = 1:75.1 3x8 = u — co io 15 — 14 'o co co is 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020lrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except* 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=253(LC11) Max Uplift 2=-944(LC 12), 11=857(LC 12) Max Grav 2=1873(LC 17), 11=1822(LC 18) 4x6 = 3x8 = 3x4 = 4x6 = 33-6-14 3x4 = CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TC 0.87 Vert(LL) -0.40 12-14 >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=- 151413165, 14-15=-1112/2483, 12-14=1504/3011, 11-12=-1842/3589 WEBS 3-17=-333/332, 5-17=-192/687, 5-15=820/522, 6.15=-297/754, 7-14=-298/837, 8-14=-823/525, 8-12=-217/693, 10-12=-338/353 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 lb uplift at joint 11. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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. 3oaqule Velez PE NaA8182 ]BTek Luc. DBA 3BTek GSA FL Ccm 6&14 16023 Sviiegley Ridge Rd. C'iest-field. A10 63017 Date: May 25,2023 ♦ 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 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 ANS11noll Quality Criteria, DSB-89 and SCSI Bulding Component 16023 Swingley Ridge Rd Sarety/nrormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641485 TTH119-125 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 11:22:16 2023 Page 1 I D: tP uYCeVfQTfYt30C?ZvfnpzlG U H-RfC?P s B7OHg3N Sg PgnLBw3u ITXbGK WrC Do i7J 4zJC?f 1-0Q 7-01 1101 111-8 21101 30-01 35-11-15 43-0-0 4p-0p 7-0-1 __Jr 6-1-8 4-9-0 6-1-8 5-11-15 74)-1 5x6 = 5.00 F12 5x8 = Scale = 1:75.2 3x8 = io a cc 11 16 ca 15 w cy co io 3x8 = 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = Io 9-10-15 19-2-9 4-9-0 9-2-9 9-10-15 Plate Offsets (X,Y)—[2:0-4-2,0-1-8],[6:0-3-0,0-2-4],[7:0-5-12,D-2-8],[11:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in floc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.40 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.70 13-15 >728 180 BCLL 0.0 * Rep Stress Incr YES WB 0.41 Horz(CT) 0.17 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 228 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins. 1-4,9-12: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 *Except* WEBS 1 Row at midpt 5-16, 7-16, 8-15 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=267(LC 11) Max Uplift 2=-943(LC 12), 11=-943(LC 12) Max Grav 2=1871(LC 17), 11=1873(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3899/2048, 3-5=-3656/1936, 5-6=2628/1546, 6-7=2388/1500, 7-8=2631/1546, 8-10=-3661/1936, 10-11=-3905/2048 BOT CHORD 2-18=-1764/3735, 16-18=-1422/3112, 15-16=-1019/2395, 13-15=-1434/2951, 11-13=-1776/3539 WEBS 3-18=-351/346, 5-18=-214/750, 5-16=-877/557, 6-16=-330/762, 7-15=-326/836, 8-15=-879/558, 8-13=-214/751, 10-13=-351/346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 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 Digital Signature. to the use of this truss component. using a 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 g 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at joint 11. on any electronic copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any Joagakr Velez PE N.A8182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." NIJTek Luc. DBA A'HTek USA FL Cert 6634 16023 Saiagley 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.waaw 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 wt 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 ANSUMI Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safoty Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641486 TTH119-125 T07A Hip 1 1 Job Reference (optional) Builders FirstSoume (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:17 2023 Page 1 I D:IPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P s B7OH q3N SgPgnL8w3u ITXbGK WrC Doi7J 4zJC?f 13-0-0 19-1-8 2110-8 30-0-0 35-11-15 43-0-0 -0- 7-0-1 5-11-15 6-1-8 4-9-0 6-1-8 5-11-15 7-0-1 5x6 = 5.00 12 5x8 = Scale = 1,75.1 3x8 = I to n 10 15 tit 14 a es Z4 14 3x8 = 3x4 = 5x6 WI3 = 3x8 = 3x4 = 5x6 WB = 3x4 = LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.75 BC 0.96 WB 0.41 Matrix-SH DEFL. in floc) I/deft L/d Vert(LL) -0.40 12-14 >999 240 Vert(CT) -0.70 12-14 >729 180 Horz(CT) 0.17 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 227 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,9-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 *Except* WEBS 1 Row at midpt 5-15, 7-15, 8-14 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=265(LC 11) Max Uplift 2=-944(LC 12), 11=857(LC 12) Max Grav 2=1871(LC 17), 11=1819(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3900/2055, 3-5=-3656/1944, 5-6=-2629/1554, 6-7=-2389/1507, 7-8=-2633/1549, 8-10=-3669/1950,10-11=-3914/2074 BOT CHORD 2-17=-1808/3727, 15-17=-1466/3104, 14-15=-1038/2387, 12-14=145512952, 11-12=-1805/3550 WEBS 3-17=-351/346, 5-17=-214/750, 5-15=877/557, 6-15=-331/763, 7-14=-327/837, 8-14=-881/560, 8-12=-238/757, 10-12=354/365 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E) This item has been 19-1-8 to 23.10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 42-10-4 zone; cantilever left and right exposed ; end vertical electronically signed and left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature nature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 lb uplift at joint 11. on any electronic Copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any .r-qui. Velez PE ce.68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." wT#k1— DBA31fTekUSA FL Cen 6634 16023 Svsingiey Ridge Rd. Chesterfield, MO 63017 Dare: May 25,2023 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 ANSI/nolf Quality Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641487 TTH119-125 T09 Common Supported Gable 12 1 Job Reference (optional) builders FirstSource (Tampa, FL), Tampa, FL - 33564, �1 21-6-0 5.00 F12 8.530 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:19 2023 Page 1 I D: tPuYC eVfQTfYt3OC?ZvfnpzlG U H-RfC?PSB7OH g3NSg PgnLBw3u ITXbGKWrC Doi7J4zJ C?f 43-0-0 21-6-0 5x6 = 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 = I$ 43-0-0 43-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 24 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 271 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 13-35, 12-36, 14-34 REACTIONS. All bearings 43-0-0. (lb) - Max Horz 2=297(LC 11) Max Uplift All uplift 100 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 (lb) or less except when shown. TOP CHORD 9-10=-113/307, 10-11=-128/376, 11-12=-152/448, 12-13=-176/512, 13-14=-176/512, 14-15=-152/448,15-16=-128/376,16-17=-104/307 WEBS 3-45=-180/332, 23-25=-186/377 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-0-0 to 3-6-0, Exterior(2N) 3-6-0 to 21-6-0, Comer(3R) 21-6-0 to 25-9-10, Exterior(2N) 25-9-10 to 43-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl1TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 36, 39, 40, 41 42, 44, 34, 31. 30, 29, 28, 26, 24 except (jt=lb) 37=104, 43=104, 45=153, 33=104, 27=107, 25=179. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 24. 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagrde Velez PE N..69192 .NETek Inc. DBA Mtek GSA FL Cerr 6634 16023 Swingley Ridge Rd. Chesterfield. MO 63017 Date: May 25,2023 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use onty with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TIP/1 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 T30641488 TTH119-125 T10 Common 27 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:20 2023 Page 1 ID: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3N SgPgnL8w3ulTXbGK WrC Doi7J4zJ C?f 7-7-3 14-6-10 21- 0 28-5-6 35.4-13 43-M 4,4-0-q 7-7-3 6-11-6 6-11 6 6-11-6 6-11- 7-7-3 -0. 5x6 = 5.00 F12 3x4 = 4x6 = 3x4 = 3x4 = 3x4 = 4x6 = Scale = 1:72.2 9-0-6 17-3-15 25-8-1 33-11-10 43-0-0 9 0 6 8-3-10 8-4-1 8-3 10 9-M 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) I/deft 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/TPI2014 Matrix-SH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-298(LC 10) Max Uplift 2=-943(LC 12), 10=943(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=-1708/3783, 15-17=-13D6/3020, 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. 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 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . using a Digital Signature. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed Copies of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) document are not considered 2=943, 10=943. 'This signed and sealed and the 7) manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. doagnia Velez PE No.68182 Milek tac. DDA MiTek USA FL Cert 6634 160L3 Swingley Ridge Rd. _ Chesterfield. M0 63017 Drte: May 25,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK 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 ANS11TPI f Quality Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641489 TTH119-125 T1OA 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 11:22:22 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 7-7-3 14-6-10 21�-0 28-5-6 35-0-13 43-0-0 -0- 7-7-3 6-11-6 6-11� 6-11-6 6-11-6 7-7-3 5x6 = 5.00 12 Scale = 1:72.2 I� 3x8 = ro u w -M ZJ w iJ i< <o m II 3x8 = 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.94 BC 0.93 WB 0.99 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud -0.40 13-14 >999 240 -0.68 13-14 >750 180 0.18 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 216 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied. 1-4,8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=297(LC11) Max Uplift 2=-944(LC 12), 10=-857(LC 12) Max Grav 2=1886(LC 17), 10=1831(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3932/2003, 3-5=-3803/2012, 5-6=2892/1662, 6-7=2892/1671, 7-9=3811/2048, 9-10=-3941/2041 BOT CHORD 2-16=-1752/3776, 14-16=-1350/3012, 13-14=-893/2210, 11-13=-132712872, 1D-11=-1768/3571 WEBS 6-13=-521/1155, 7-13=-766/577, 7-11=422/916, 9-11=365/381, 6-14=-520/1153, 5-14=-763/574, 5-16=-391/908, 3-16=362/365 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 using a will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 Ot=lb) document are not considered 2=944,10=857. 'This signed and sealed and the 7) manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. Joaquin Velez PE No.68182 NUTek tac. DBA N11I USA FI Curt 6634 16023 Swingley Ridge Rd. Cheeterfreld. -MO 63017 Date: May 25,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSS-89 and BCS/ Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641490 TTH119-125 Tit Common 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:23 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3u ITXbGKWrCDoi7J4zJC?f �1-0-p 7-7.3 14-6-10 21-6-0 28-5-6 35-4-13 43-0-0 45-0-0 O- 7-7-3 + 6-11-6 6-11-6 6-11-6 6-11-6 7-7-3 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 "Except' 1-4,8-11: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Harz 2=-310(LC 10) Max Uplift 2=-939(LC 12), 10=-1020(LC 12) Max Grav 2=1885(LC 17), 10=1934(LC 18) 5x6 = 5.00 F12 4x6 = 3x4 = 3x4 = 4x6 = 33-11-10 3x4 = 43-0-0 Scale = 1:73.7 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TC 0.91 Vert(L-)-0.4014-15 >999 240 MT20 244/190 BC 0.92 Vert(CT) -0.68 14-15 >755 180 WB 0.99 Horz(CT) 0.18 10 n/a n/a Matrix-SH Weight: 220 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3930/1998, 3-5=-3800/2006, 5-6=2887/1656, 6-7=2886/1647, 7-9=3779/1968, 9-10=-3921/1959 BOT CHORD 2-17=-1668/3791, 15-17=-1252/3027, 14-15=-827/2225, 12-14=-1281/2868, 10-12=-1668/3535 WEBS 6-14=-516/1150, 7-14=-758/569, 7-12=359/890, 9-12=-354/345, 6-15=-519/1153, 5-15=-763/575, 5-17=-392/908, 3-17=362/365 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 45-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=939, 10=1020. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" 1I6 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. Jortgnin Velez PE No.69182 ..NZ1ek Iue. DBA NiTek L:'SA FL C'en 6634 16023 Sningley Ridge Rd. Cbest-field. MO 63017 Date: May 25,2023 A WARNING - Venty 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 ANSLITPN QuaBty Criteria, DSB•89 and SCSI Building Component 16023 Swingley Ridge Rd Saferyinfonnation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641491 TTH119-125 Vol GABLE 1 1 Job Reference (optional) Builders FIrStSource (Tampa, FL), Tampa, FL - 33554, 2x4 8.630 s Nov 19 2022 MITek Industries, Inc. Wed May 24 11:22:24 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f TRUSS DESIGNED FOR WIND LOADS IN THE PLANE Scale = 1:17.8 4x4 —_ 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/rPl 1. 2x4 11 2x4 11 2x4 11 2x4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.17 BC 0.13 WB 0.11 Matrix-SH DEFL. in floc) Well 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: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-1-0. (lb) - Max Horz 1=55(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-184(LC 12), 6=184(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 8=279(LC 1), 6=279(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-187/368, 4-6=187/368 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-6-8, Exterior(2R) 5-6-8 to 8-6-8, Interior(1) 8-6-8 to 103-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except This item has been (jt=lb) 8=184, 6=184. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagal. Velez PE'-68182 NbTek lue. DBA 31fTek USA FL Cerf 6694 16023 Swingley Ridge Rd. Cbeslerfldd. MO 63017 Date: May 25,2023 -- A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only wdh 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 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 ANS11TP/1 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 T30641492 TTH119-125 V02 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, a 0 0 3x4 2x4 II 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:24 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 84)-0 4-0-0 4x4 = 3x4 Scale = 1:14.6 •d d 7-11-6 84p,-0 7-11-6 0 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Vert(LL) n/a rite 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a file BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-10-13, 3=7-1D-13, 4=7-10-13 Max Horz 1=37(LC 11) Max Uplift 1=-64(LC 12), 3=64(LC 12), 4=-133(LC 12) Max Grav 1=107(LC 21), 3=107(LC 22), 4=273(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-169/308 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) 4=133. This item has been 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any electronically signed and particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joegrda Velez PE NO.69IS2 39Teklue.DBANIl1ek GSA FI.Cert6634 16023 Swingley Ridge Rd. Chesterfield, MO 63017 Mir: May 25,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse wfth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMMI Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety /ntormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641493 TTH119-125 V03 Valley 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22.25 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-M 4-M r 2-M 2-0-0 3x6 = Scale = 1:7.6 5.00 Fl2 2 3 1 v d 16 2x4 i 2x4 Plate Offsets (X,Y)— [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a rile BCDL 10.0 Code FBC2020rrP12014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-14(LC10) Max Uplift 1=-50(LC 12), 3=50(LC 12) Max Grav 1=92(LC 1),3=92(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 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. Joagela Velez PE Ro.69182 NITek Inc. DDA VDTek CSA FL Cerr 6634 t60L3 Svrimdey Ridge Rd. CkesterrieW. 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 ANSUMI Duality 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 T30641494 TTH119-125 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 11:22:26 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-1-8 4-3-0 2-1-8 2-1-8 3x6 — Scale: 1.5"=1' 5.00 F12 2 3 1 v a : o d 2x4 � 2x4 4-3.0 Plate Offsets (X,Y)— [2:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 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 FBC2020ITP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-3-0, 3=4-3-0 Max Horz 1=-16(LC 10) Max Uplift 1=-55(LC 12), 3=55(LC 12) Max Grav 1=101(LC 1), 3=101(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 3. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 NhTek Inc. DBA 4BTek USA FL C'ert 6634 16023 Sningley Ridge Rd. C'heo-tiield, MO 63017 Da te: 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 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 T30641495 TTH119-125 V05 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:27 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB70H g3NSg P gnL8w3u ITXbGK WrC Doi7J4zJ C?f 4-6-8 9-1-0 4-6-8 4-6-8 Scale = 1:16.7 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE 44 — OF THE TRUSS ONLY, FOR STUDS EXPOSED TO UMND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. .d d 8 7 6 2x4 2x4 II 2x4 II 2x4 II 2x4 9-1-0 9-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-1-0. (lb) - Max Horz 1=-43(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=127(LC 12), 6=-127(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7, 8, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-142/301, 4-6=142/301 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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. Joagrds Velez PE IN.A8182 WTek Inc. DBA AUTek USA FL Cert 6634 160Z3 Swtngley Ridge Rd. C4esrerfidd. MID 63017 Dale: May 25,2023 ♦ 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 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 pemranent 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 Crf da, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Seletyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641496 TTH119-125 V06 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 0 a 0 2x4 5.00 I12 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:27 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OH g3NSg Pqn L8w3u ITXbG K WrC Doi7J 4zJC?f 3x6 = 2x4 Scale = 1:9.8 0 - 0 5-M Plate Offsets (X,Y)-- [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-11-13, 3=4-11-13 Max Horz 1=-21(LC 10) Max Uplift 1=-72(LC 12), 3-72(1-C 12) Max Grav 1=132(LC 1). 3=132(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-148/287, 2-3=148/299 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any This item has been particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joognio Velez PE No.691112 SBTek lac. DBA NIITek USA FL Cert 6634 160Li Svingley Ridge Rd. Clcsterneld, MO 63017 Date: May 25,2023 —aw A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ��" Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, DSS-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 ally Ply T30641497 TTH119-125 V07 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 11:22:28 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3uITXbGKMCDoi7J4zJC?f 7-3-12 14-7-8 7-3-12 7-3-12 Scale = 1:23.7 4x4 = TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND 5 (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE. OR CONSULT o dd o d 3x4 i 16 15 14 13 12 11 10 3x4 14-7-8 14-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-7-8. (lb)- Max Horz 1=112(LC11) Max UpIl t All uplift 100 lb or less at joint(s) 1, 9, 14, 15, 12, 11 except 16=146(LC 12), 10=146(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 9, 13, 14, 15, 16, 12, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Intedor(1) 3-7-9 to 7-3-12, Exterior(2R) 7-3-12 to 10-3-12, Interior(1) 10-3-12 to 13-11-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 14, 15, 12, This item has been 11 except (jt=1b) 16=146,10=146. electronically signed and 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagide Velez PE Ne.681112 3rliiek fur. DBA 31iTek USA FL Cart 6634 16023 Swiagley Ridge Rd. Chesterfield. 310 63017 Dxte: May 25,2023 A WARNING - verily 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 ANS11TP11 Quality Criteria, DSB-89 and BCS/ Building Component 16023 Swingley Ridge Rd Salary lnfotmation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641498 TTH119-125 V08 Valley 1 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 5-7-12 g d 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:29 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 11-3-8 4x6 = 4 4x4 - 2x4 II 4x4 Scale = 1:19.6 .d d 11-3-0 11 -8 11-3-0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=11-2-8, 3=11-2-8, 4=11-2-8 Max Horz 1=-84(LC 10) Max Uplift 1=-104(LC 12), 3=-104(LC 12), 4=-196(LC 12) Max Grav 1=169(LC 21), 3=169(LC 22), 4=411(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-251/355 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-7-12, Exterior(2R) 5-7-12 to 8-7-12, Interior(1) 8-7-12 to 10-7-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) This item has been 1=104, 3=104, 4=196. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joegrda Velez PE N..68182 WTek Iae. DD.t. MiTek USA FL Cerr 6634 16023 Swiagley Ridge Rd. C4eeterfield. MO 63017 Date: May 25,2023 O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based ony upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Mire 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 ANSUTP/1 Quaft Criteria, DSBBS and SCSI Building Component 16023 Swingley Ridge Rd Sa/ety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641499 TTH119-125 V09 Valley 1 1 Jab Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:30 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OH g3NSg P gnL8w3u ITXbGKWrC Doi7J4zJ C?f 3-11-12 7-11-8 3-11-12 3-11-12 v 0 3x4 i 2x4 11 4x4 = 3x4 Scale = 1:14.7 7-11-0 7- -8 7-11-0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-10-8, 3=7-10-8, 4=7-10-8 Max Horz 1=56(LC 11) Max Uplift 1=-69(LC 12), 3=69(LC 12), 4=-131(LC 12) Max Grav 1=113(LC 21), 3=113(LC 22), 4=275(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-167/293 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu@=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 3-11-12, Exterior(2R) 3-11-12 to 6-11-12, Interior(1) 6-11-12 to 7-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) This item has been 4=131. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jor,gnln Velez PE N..69192 NITek luc. DBA 4BTek GSA FL <'ert 604 16023 Swiuglep Ridge Rd. Chesterfield, MO 63017 Date: May 25,2023 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUMI Quaky Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd SelivV In/ormakon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641500 TTH119-125 V10 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 11:22:30 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-3-12 4-7-8 2-3-12 2312 US = 2 2x4 2x4 Scale = 1:8.6 0 8 4-7-0 Plate Offsets (X,Y)— [2:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a file 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020frPI2014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-6-8, 3=4-6-8 Max Horz 1=-28(LC 10) Max Uplift 1=-68(LC 12), 3=-68(LC 12) Max Grav 1=125(LC 1), 3=125(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 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. Joagrda Velez PE No.68182 MiTek Luc. DBA NBTek. GSA FL Cert 6634 16023 Swingley 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Salary Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30641501 TTH119-125 V11 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, v d 0 3x4 2x4 II 8.630 s Nov 19 2022 MiTek Industries, Inc. Wed May 24 11:22:31 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 7-8-0 3-10-0 4x4 = 3x4 Scale = 1,14.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.18 BC 0.15 WB 0.09 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-8-0, 3=7-8-0, 4=7-8-0 Max Horz 1=-35(LC 10) Max Uplift 1=-60(LC 12), 3=60(LC 12), 4=-127(LC 12) Max Grav 1=102(LC 21), 3=102(LC 22), 4=258(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-159/296 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu@=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) 4=127. This item has been 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any electronically signed and particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. lo.gnlu V.1- PE \..6ata2 991Tek Luc. DBA 3-DTek USA Ft. Cert66-'4 16023 Sningley Ridge Rd. Chrm-field. MO 63017 D.re: 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 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 ANSI/TP/f Duality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd SafWiMormadon 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 14-1 3/4' Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. 1 2 3 diagonal or X-bracing, is always required. See SCSI. J� and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For 0-116 r c1-2 c2-3 wide truss spacing, individual lateral braces themselves WEBS o 4 p�!� �'A may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never 2 O U stack materials on inadequately braced trusses. EL s� U 4. Provide this truss design to the building O� copies of designer, erection supervisor, property owner and For 4 x 2 orientation, locate c�-e cs-� cs-s F BOTTOM CHORDS all other interested parties. plates 0- ''i6' from outside 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 THE LEFT. 7. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request 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 ANSI/TPI 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: Mil-7473 rev. 5/19/2020 or other loads other than those expressly stated. (►)BdlsecaecW Double 16" BCI® 4500s-1.8 PASSED LT/ EIIGWEE"EO W000 PNODULi$ 1st Floor\Floor JoistSIFJ1(i2272) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ1(i2272) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 19-05-12 Total Horizontal Product Length = 19-05-12 62 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 2-3/8" 854 / 0 213 / 0 B2, 2-3/8" 1122 / 0 280 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 41 10 n\a View Fill) 2 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-10-10 Top 39 10 n\a View Fill) 3 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 16-00-06 19-05-12 Top 41 10 n\a View Fill) 4 FJ2(i2006) Conc. Pt. (Ibs) L 15-10-10 15-10-10 Top 417 104 n\a Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 5551 ft-Ibs 67.9% 100% 1 10-07-14 End Reaction 1402 Ibs 59.4% 100% 1 19-05-12 End Shear 1382 Ibs 35.0% 100% 1 19-03-06 Hole #1 Shear 396 Ibs 36.1 % 100% 3 08-00-00 Hole #2 Shear 320 Ibs 29.1 % 100% 4 12-00-00 Total Load Deflection L/694 (0.332") 34.6% n\a 1 10-00-00 Live Load Deflection L/868 (0.266") 55.3% n\a 6 10-00-00 Max Defl. 0.332" 33.2% n\a 1 10-00-00 Span / Depth 14.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 3-1/2" 1067 Ibs 14.7% 45.2% Unspecified B2 Wall/Plate 2-3/8" x 3-1/2" 1402 Ibs 19.3% 59.4% Unspecified Cautions Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" 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 Bdw CascW= Double 16" BCI® 4500s-1.8 PASSED EI—EFEOW cgCE IIS 1st Floor\Floor Joists1FJ1(i2272) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ1(i2272) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTm, ALLJOIST®, BC RIM BOARDTm, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAW, VERSA -RIM PLUS®, Page 2 of 9 I/SN Boi" cascw Double 16" BCI® 4500s-1.8 PASSED E"GMEEHED WMO v"JON.iS 1 st FloorTloor Joists\FJ2(12253) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i2253) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: s 0 i L 61 o4ae 132 Total Horizontal Product Length = 04-04-08 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 2" 422/0 106/0 B2, 4" 871 / 0 218 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FJ5(i2010) Conc. Pt. (Ibs) L 01-09-11 01-09-11 Top 635 159 n\a 2 FJ5(i2023) Conc. Pt. (Ibs) L 03-09-11 03-09-11 Top 648 162 n\a Controls Summary Value %Allowable Duration Case Location Pos. Moment 885 ft-Ibs 10.8% 100% 1 01-09-10 End Reaction 1089 Ibs 36.9% 100% 1 04-04-08 End Shear 1089 Ibs 27.6% 100% 1 04-00-08 Total Load Deflection L/999 (0.006") n\a n\a 1 01-09-10 Live Load Deflection L/999 (0.005") n\a n\a 2 01-09-10 Max Defl. 0.006" n\a n\a 1 01-09-10 Span / Depth 3.0 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Hanger 2" x 3-1/2" 528 Ibs 31.7% 18.3% IUS3.56/16 B2 Wall/Plate 4" x 3-1/2" 1089 Ibs 8.9% 36.9% Unspecified Cautions Hanger IUS3.56/16 requires (14) 10d face nails, (2) 10dx1.5 joist nails. Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCI® 4500s-1.8 applications with side load or unevenly distributed top load require filler blocks and fasteners. See Boise Cascade Technical Note IJ-13 for further information. Web stiffeners (WSb) are required depending upon actual reaction, hanger type, or other web stiffener requirement at bearing(s) B1. Header for the hanger IUS3.56/16 is a Double 16" I -joist. Page 3 of 9 �Boiwcascade Double 16" BCI® 4500s-1.8 PASSED ENGINEEREDWOOD PRODUrTS 1st Floor\Floor JoistslFJ2(i2253) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i2253) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75') Maximum live load deflection criteria. Hanger Manufacturer: Simpson Strong -Tie, Inc. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC@ analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC@, BC FRAMER@ , AJSTm, ALLJOIST@ , BC RIM BOARDTM' BCI® , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ , Page 4 of 9 �slSo" ci Single 16" BCI® 6000s-1.8 PASSED �/ seal"eaweowoeomaouas 1st Flooffloor JoistslFJ3(12087) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ3(i2087) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 2 .. I L B1 19-05-12 B2 Total Horizontal Product Length = 19-05-12 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live 61, 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 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value % Allowable Duration Case Location Pos. Moment 4612 ft-Ibs 83.9% 100% 1 09-08-10 End Reaction 974 Ibs 72.7% 100% 1 19-05-12 End Shear 954 Ibs 43.9% 100% 1 00-02-06 Hole #1 Shear 303 Ibs 50.1 % 100% 3 08-00-00 Hole #2 Shear 338 Ibs 56.0% 100% 4 12-00-00 Total Load Deflection L/587 (0.393") 40.9% n\a 1 09-08-10 Live Load Deflection U734 (0.314") 65.4% n\a 6 09-08-10 Max Defl. 0.393" 39.3% n\a 1 09-08-10 Span / Depth 14.4 Hole Location Valid Disclosure % Allow Bearing Supports Dim. (LxW) Value Support % Allow Member Material Use of the Boise Cascade Software is subject to the terms of the End User B1 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified License Agreement (EULA). B2 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate Notes expert to assure its adequacy, prior to Design meets Code minimum (U240) Total load deflection criteria. anyone relying on such output as Design meets User specified (U480) Live load deflection criteria. evidence of suitability for a particular application. The output here is based on Design meets arbitrary (1") Maximum Total load deflection criteria. building code -accepted design Design meets arbitrary (0.75") Maximum live load deflection criteria. properties and analysis methods. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Installation of Boise Cascade Design based on Dry Service Condition. engineered wood products must be in accordance with current Installation BC CALCO analysis is based on IBC 2015. Guide and applicable building codes. To Calculations assume member is fully braced. obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM', ALLJOIST®, BC RIM BOARD rm, BCI® , BOISE GLULAMM, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 5 of 9 Basec = Single 16" BCI® 6000s-1.8 PASSED Beige w. vgpp�i5 1st Floor\Floor JoistslFJ4(i2068) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i2068) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 11-04-02 131 132 Total Horizontal Product Length = 19-05-12 08-01-10 B3 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 2-3/8" 403 / 20 96 / 0 B2, 3-1/2" 951 / 0 238 / 0 B3, 2-3/8" 302 / 78 56 / 0 Load Summary Live Dead snow Wind Roof ocs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 14-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 1179 ft-Ibs 21.5% 100% 2 04-11-13 Neg. Moment -1066 ft-Ibs 19.4% 100% 1 11-04-02 End Reaction 499 Ibs 37.3% 100% 2 00-00-00 Int. Reaction 1189 Ibs 44.9% 100% 1 11-04-02 End Shear 479 Ibs 22.0% 100% 2 00-02-06 Cont. Shear 641 Ibs 29.5% 100% 1 11-02-06 Hole #1 Shear 326 Ibs 54.0% 100% 4 08-00-00 Hole #2 Shear 268 Ibs 44.3% 100% 1 14-00-00 Total Load Deflection U999 (0.043") n\a n\a 2 05-06-08 Live Load Deflection L/999 (0.035") n\a n\a 9 05-06-08 Total Neg. Defl. L/999 (-0.003") n\a n\a 2 14-01-08 Max Defl. 0.043" n\a n\a 2 05-06-08 Span / Depth 8.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 2-5/16" 499 Ibs 10.4% 37.3% Unspecified B2 Wall/Plate 3-1/2" x 2-5/16" 1189 Ibs 16.8% 44.9% Unspecified B3 Wall/Plate 2-3/8" x 2-5/16" 358 Ibs 7.5% 26.8% Unspecified Page 6 of 9 r t�j►)Boisecascade [NGNEEPEDW000VfiCDUtiS Single 16" BCI® 6000s-1.8 PASSED �T! 1st Flooffloor Joists\FJ4(i2068) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i2068) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARD TM, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 7 of 9 Boise Cascade Single 16" BCI® 6000s-1.8 PASSED 1�/ _NGIHECaED wOOvPODUCTS 1 st FloorlFloor Joists1FJ5(i2077) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ5(i2077) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 15-11-04 Total Horizontal Product Length = 15-11-04 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 2-3/8" 637 / 0 159 / 0 B2, 2-3/8" 637 / 0 159 / 0 B2 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-11-04 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 3068 ft-Ibs 55.8% 100% 1 07-11-04 End Reaction 797 Ibs 59.5% 100% 1 00-00-00 End Shear 777 Ibs 35.7% 100% 1 00-02-06 Hole #1 Shear 159 Ibs 26.2% 100% 2 08-00-00 Hole #2 Shear 440 Ibs 72.8% 100% 4 12-00-00 Total Load Deflection L/1021 (0.184") 23.5% n\a 1 07-11-04 Live Load Deflection L/1277 (0.147") 37.6% n\a 6 07-11-04 Max Defl. 0.184" 18.4% n\a 1 07-11-04 Span / Depth 11.7 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material 131 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. 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®, AJS- ALLJOISTO , BC RIM BOARDTm, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 8 of 9 �c = Single 16" BCI® 6000s-1.8 B PASSED NGYNELRED WC 0 CRGOUGi . 1 st FloorTloor Joists1FJ6(i2188) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed May 23, 2023 17:19:33 Build 8548 Job name: File name: TTH27-33.mmdl Address: Description: 1st Floor\Floor Joists\FJ6(i2188) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 03-08-14 Total Horizontal Product Length = 03-08-14 B2 Reaction Summary (Down / Uplift) (lbs) _ Bearing Live Dead Snow Wind Roof Live 131, 3-1 /2" 52 / 0 13 / 0 B2, 2-3/8" 58 / 0 15 / 0 Load Summary Live Dead Snow Wind Roof ocs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC11 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-03-08 03-08-14 Top 32 8 n\a View Fill) Controls Summary Value %Allowable Duration Case Location Pos. Moment 57 ft-Ibs 1.0% 100% 1 01-11-00 End Reaction 73 Ibs 5.4% 100% 1 03-08-14 End Shear 65 Ibs 3.0% 100% 1 00-03-08 Total Load Deflection L/999 (0.001") n\a n\a 1 01-11-00 Live Load Deflection L/999 (0.001") n\a n\a 2 01-11-00 Max Defl. 0.001" n\a n\a 1 01-11-00 Span / Depth 2.5 % Allow % Allow Bearing Supports Dim. (LxM Value Support Member Material 131 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. Disclosure Design meets arbitrary (1") Maximum Total load deflection criteria. Use of the Boise Cascade Software is Design meets arbitrary (0.75") Maximum live load deflection criteria. subject to the terms of the End User License Agreement (EULA). Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Completeness and accuracy of input Design based on Dry Service Condition. must be reviewed and verified by a BC CALC® analysis is based on IBC 2015. qualified engineer or other appropriate expert to assure its adequacy, prior to Calculations assume member is fully braced. anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOISTV , BC RIM BOARDTm, BCI® , BOISE GLULAMM, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 9 of 9 GEARING HEIGHT SCHEDULE Products PloLID Length Product Plies Net Oty Fab FJ 1 20-00-00 16" BCI 4500s-1.8 2 14 MFD FJ2 5-00-00 16" BCI 4500s-1.8 2 14 MFD FJ3 20-00-00 16" BCI 6000s-1.8 1 77 MFD FJ4 20-00-00 16" BCI 6000s-1.8 1 14 MFD FJ5 16-00-00 16' BCI 6000s-1.8 1 49 MFD FJ6 4-00-00 16" BCI 6000s-1.8 1 7 MFD Rml 12-00-00 1-1/8" x 16" BC RIM BORRD OSB 71 FF Bkl 2-00-00 16" BCI 6000s-1.8 1 70 FF Connector Summary Oty Manuf Product Flange Supported Mbr Fastener -hop Nails Supporting Mbr Fastener-Racker Blocks Web Stiff 14 Simpson IUS2.37/ 16 None - - - No No - 7 Simpson IUS3.56/16 None - - - No No - Slope Supporting Mil Supported Mtl SCL 16" BCI 6000s- l 8 - SCL 2- 16" BCI 4500s 1.8 Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTES: 1.) REFER TO HID 91 (RECOMMENDATIONS FOR HANDLING INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENTS. 3.) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4.) ALL TRUSSES ARE DESIGNED FOR 2' ox MAXIMUM SPACING. UNLESS OTHERWISE NOTED, 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CON5IDERED TO BE LOAD BEARING. UNLE55 OTHERWISE NOTED. 6.) 5Y42 TRU55E5 MUST BE INSTALLED WITH THE TOP BEING UP. T) ALL ROOF TRU55 HANGERS TO BE 51MP50N HTU26 UME55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGERS TO BE 51MP5ON THA422 UNLE55 OTHERWISE NOTED. 8.) DEAM/HEADER/LINTEL (HOR) TO BE FURNISHED BY BUILDER. SHOP DRAWING APPROVAL THIS LAYOUT 15 THE SOLE SOURCE FOR FABRICATION OF TRU55E5 AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF THIS LAYOUT M15T DE RECEIVED BEFORE ANY TRUSSES WILL DE DUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT W EXTRA CHARGES TO YOU. 1,1 Tod Dd y Me Approved by: Deu. L'IbliderS Fir r stSou ce Orlando PHONE. 407-851-2100 FAX: 407-851-7111 Plant City PHONE: 813-759-5951 FAX: 613-752-1532 Starlight Homes h. Tyson TH 7Unit A AL ADHE$5 Lot119-125 E: DEAN DT: 5-23-23 Rick BEARING HEIGHT 56HEDULE 39-08-00 19-08-00 W 19-08-00 19-08-00 19-08-00 �. 19-08-00 f. 19-08-00 9 19-06-00 1 2- 0- m Products PIotID Length Product Plies FJ1 20-00-00 16" BCI 4500s-1.8 2 FJ2 5-00-00 16" BCI 4500s-1.8 2 FJ3 20-02-00 16" BCI 6000s-1.8 1 FJ4 20-00-00 16" BCI 6000s-1.8 1 FJ5 16-00-00 16" BCI 6000s-1.8 1 FJ6 4-00-00 16" BCI 6000s-1.8 1 Rm 1 12-00-00 1-1/8- x 16" BC RIM BORRD OSB Bkl 2-00-00 16" BCI 6000s-1.8 1 Net Oty Fab 14 MFD 14 MFD 77 MFD 14 MFD 49 MFD 7 MFD 71 FF 70 FF Uty Manuf Product Flange Supported P1br Fastenerlsop Nails Supporting Mbr FastenerBacker Blocks Web Stiff Skew Slope Supporting Mtl Supported Mtl 14 Simpson IUS2.37/16 None - - No No - - SCL 16' BCI 6000s-183 7 Simpson IUS3.56/16 None - - No No - SCL 2- 16" BCI 4500s 1.8 Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTE5: 1.) REFER TO HID 91 (RECOMMENDATIONS FOR HANDLING I1,15TALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWING5 FOR PERMANENT BRACING REQUIRED, 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MU5T DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRAGING REQUIREMENT5. 3.) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4.) ALL TRU55E5 ARE DESIGNED FOR 2' o.c. MAXIMUM 5PACIN6, UNLE55 OTHERW15E NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CON510ERED TO DE LOAD BEARING. UNLE55 OTHERWI5E NOTED. 6,) 5Y42 TRU55E5 MU5T BE IN5TALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HAN6ER5 TO DE 51MP50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HAN6ER5 TO BE 51MF50N THA422 UNLE55 OTHERWI5E NOTED. 8.) BEAMIHEADER/LINTEL (HDR) TO DE FURNI5HED BY BUILDER. SHOP DRAWING APPROVAL THI5 LAYOUT 15 THE 5aE 50LRCE FOR FADRICATION OF TRU55E5 AND VOID5 ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF THI5 LAYOUT M15T DE RECEIVED BEFORE ANY TRU55E5 WILL DE DUILT. VERITY ALL CONDITION5 TO INSURE A6AIN5T CHANGES THAT WILL RE5ULT IN EXTRA CHA96E5 TO YOU. tqudatbd P1411p DO, ApproFdd by: Deto: Builders .FirstSour ce Orlando PHONE: 407-051-2100 FAX: 407-551-7111 Plant City PHONE: 613-759-5Q51 FAX: 613-752-1532 Starlight Homes L Tyson TH 7LInit A ,L ADDIT55: Lot119-125 DRAU DY: 5-23-23 Rick DESCRIPTION: LOT(S)1 19-125 TYSON TOWNHOMES, ACCORDING SITE PLAN SEC. 2, TWP. 26 S, RNG 21 E. TO THE PLAT THEREOF, RECORDED IN PLAT BOOK 91, PASCO COUNTY, FLORIDA PAGE(S)130-135, OF E PUBLIC RECORDS OF PASCO COUNTY, (NOT A SURVEY) (TYSON TOWNHOMES) FLORIDA. I CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE C35 16.00 24.79 22.38 S 45°24-20" W 88°46'38" TRACT 'A N 89°47'39" E (P) 303.64' (P) BASIS OF BERING (HOA) RIGHT-OF-WAY ELBY LANE 10 �•' 1 1.5' 1 1.5' : 1 1.5' • 1 1.5' � . ~ 1 1.5' • - 1 1.5' "' 1 1-5' A. •s' • . • •. ' 14.02-(P) '2000'(P) ''•' 20.00`(P) • •� 20.00 (P) ' '20.00 (P) : 20.00'(P) . ,ti '..0.00'(P)• - --p - :. .; .• I ... I r 5 0' .. 1 r I* A I I * a r'J _L . - . I - . I- . - -•� . .. _ O. - . - N- w I R I 89°47'3 " E (P) 1144.02' (P UJ I I o ( 'A ( I I I I i W e 1 .3' 9.0' 9.0' 3 3.P1 9.0' w 3 3 '• .9.0' 3 w 3' • 9.01 10.2' l7 0 3 3 12-5' `"' 12.5' 12.5' 95.6' ❑ ¢ p •12.5' 12.2' " 12.2' " 12.5' ^� m 7.8' m 7-8' 7.8' m C N Q l_=7 Z 7.8' c 7.8' Z o 0 7.8' Z o 7.8' Z oZ W I- I a v N ;a .fit O ❑ I W Q . * 0 ^_ O _ a0 ' O N a0 O Oa fV O C I a �O a �O ymw0 Ym�O am p amv- D �p N _ Dmrnm Dm�m r�m v r rrnm DinZa ^�rnm CC p m A. I ? T<Ca m<mO m�<COa OD N a<mv L m<C Ln m wm V1 U'i L�1 -P C W iZu>vmi O aWCL^ Vi FnnaN� O C) C'-^ O r=,�r, u�vm+ O maC�' O p �co M w Q, O D- L1 _ D p T D� �M ma>- O I`Z .:' x �� x �� o �� �m �m z A� 118 1 .0'� ~ n ~ n n m n m coI m m m m U'i m O W 0 f o I 125 124 123 122 121 120 119 z 1 1.2 I 19.7' I I PATIO 0 19 , ........ �' . 31.39' 4• I NOTES: 19.1' PATIO 19.7' PATIO a • o I e. 41' - PATIO I ' I I 1 10. I D o I 10.0' I D r) 10.0' n i n i N 89°47'69" E (P) 161.39' (R) 20.00' IPI b 20.00' IPI b 20.00' P 77.69' (P) ` N 89°47'39' E (P) 1 126 �1 LOT GRADING TYPE =N/A PROPOSED PAD ELEVATION = 98.20' FRONT SET BACK = 20' SIDE SET BACK = 10' REAR SETBACK = 15' SURVEY ABBR,EVATIONS 19.1' 1 LEGEND: _�►= PROPOSED DRAINAGE FLOW + 00.00 = PROPOSED GRADE 19.1' 19.7' .a 19.7' 10.2' y• PATIO .4 • PATIO > - y PATIO o 10.0' 10.0' i 1 3.0' r-) 10.0' u, I I TYP Q I I 1.00' P I 20.00' P I 30.00' P + 95.3' TRACT "B-4" (HOA) OPEN SPACE & PARK AREA 10' UTILITY *_ & SIDEWALK M _WATER EASEMENT METERS LOT = 13271 SO• FT. LIVING AREA = 3637 SO• FT. ENTRY = 187 SO. FT. GARAGE = 1331 SO FT PROPOSED: COVERED LANAI = XXX SO. FT. MINIMUM FLOOR ELEVATIONS: PATIO = 240 SO. FT. LIVING AREA: 98.87' POOL AREA = NA SO. FT. GARAGE AREA: CONC. DRIVE = 1079 SO- FT. ELEVATIONS REFERENCED TO A/C & CONC PAD = 56 SO. FT. NORTH AMERICAN VERTICAL SIDEWALK = 1 176 SO. FT. DATUM OF 1988 SIDE YARD SWALE = XXX SO. FT. CONSERVATION AREA = XXX SO. FT. LOT OCCUPIED = 59 % ARFA Tn IRRIrATF = 41 0/n A/C = AIR CONDITIONER (D) = DEED INV = INVERT PC = POINT OF CURVE (R) = RECORD Drawn By: CWC I Party AF = ALUMINUM FENCE D.E= DRAINAGE EASEMENT LB =LICENSED BUISNESS PCP = PERMANENT CONTROL POINT RNG = RANGE Checked B JH JOB# BFE = BASE FLOOD ELEVATION EL OR ELEV = ELEVATION LFE = LOWEST FLOOR ELEVATION P/E = POOL EQUIPMENT RRS = RAIL ROAD SPIKE y BM = BENCH MARK EOP = EDGE OF PAVEMENT LS = LICENSED SURVEYOR PG = PAGE R/W = RIGHT OF WAY File: C = CURVE ESM'T = EASEMENT (M) = MEASURED PI = POINT OF INTERSECTION SEC = SECTION (C) = CALCULATED F/C = FENCE CORNER MES = MITERED END SECTION PK =PARKER KALON SN&D = SET NAIL AND DISK LB#8183 Date of Plan:5-25-23 = CENTERUNE FCM = FOUND CONCRETE MONUMENT NCF = NO CORNER FOUND POB = POINT OF BEGINNING SIR = SET 1/2- IRON ROD LB# 8183 CLF = CHAIN LINK FENCE FIP = FOUND IRON PIPE O/A = OVERALL POC = POINT OF COMMENCTMENT TBM = TEMPORARY BENCH MARK CMP = CORRUGATED METAL PIPE FIR = FOUND IRON ROD OHW - OVERHEAD WIREIS) 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: 1708 Water Oak Drive Tarpon Springs, Florida Phone: (727)-831-1990 FloridaPLS71239gmail.com LB# 8183 1 0 e: 1"=20' T P. 1,N. TWP.iN R6 , W RG.I.E. _P.l , rwP RG.I.W. RG. i.E, N I v.11 Initial Point Land Surveying, LLC. LEGEND SURFACE TYPE FENCES •"�%• �=_ "' CONIC ALUMINUM FENCE O = ASPHALT VINYL FENCE I --I I --I = BRICK WOOD FENCE = SAND/DIRT CHAIN LINK FENCE COVERED OVERHEAD POWER - OHP - OHP - LEGEND: 1-� = PROPOSED DRAINAGE FLOW (00.00) = PROPOSED GRADE = 2" OAK E-00.00 = EXISTING GRADE APPARENT FLOOD HAZARD ZONE: "X" COMMUNITY NO. 120235 (MAP NUMBER 12101 C-0456-F) EFFECTIVE DATE: 09/26/2014 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. �fZiyf ifo do so will be at user's sole risk. Phis certifies that ski v TRt1 - roperty was made .Inder my supervi n a rr S, I ble nd rds of Practice for surveys as b �F(oridel ors in Chapter 5J-17.051 5 53, Flc-i"Aj@ff ikj Jie, pursuant to iection 472.027 1 a State Stat take: � e: 20 �U&.23 H Jeff M. Hartley �� J,+�+ f FLORIDA Date FLORIDA PROFESS' VEYOR ER LS#7123 LB#8183 NOT VALID 1*1 -SIGNATURE AND SEAL OF A FLORI15XIIIfi�W� VEYOR AND MAPPER