Loading...
HomeMy WebLinkAbout6147-6177 Calle Ochoa St (2)MmlTeko RE: TTH99-106 MITek, Inc. 16023 Swingley Ridge Rd. Chesterfield, MO 63017 Site Information: 314.434.1200 Customer: Starlight Homes Project Name: TTH99-106 Lot/Block: 99-106 Model: Bldg 14 99-106 Address: . Subdivision: Tyson City: Zephyrhills State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.5 Wind Code: ASCE 7-16 Wind Speed: 150 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 32 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T31961906 C 1 A 10/27/2023 21 T31961926 T11 10/27/2023 2 T31961907 C3A 10/27/2023 22 T31961927 Vol 10/27/2023 3 T31961908 CJ1 10/27/2023 23 T31961928 V02 10/27/2023 4 T31961909 CJ3 10/27/2023 24 T31961929 V03 10/27/2023 5 T31961910 EJ5 10/27/2023 25 T31961930 VO4 10/27/2023 6 T31961911 HJ5 10/27/2023 26 T31961931 V05 10/27/2023 7 T31961912 T01 10/27/2023 27 T31961932 V06 10/27/2023 8 T31961913 T02 10/27/2023 28 T31961933 V07 10/27/2023 9 T31961914 T03 10/27/2023 29 T31961934 V08 10/27/2023 10 T31961915 T04 10/27/2023 30 T31961935 V09 10/27/2023 11 T31961916 T04A 10/27/2023 31 T31961936 V10 10/27/2023 12 T31961917 T05 10/27/2023 32 T31961937 V11 10/27/2023 13 T31961918 T05A 10/27/2023 14 T31961919 T06 10/27/2023 15 T31961920 T06A 10/27/2023 16 T31961921 T07 10/27/2023 17 T31961922 T07A 10/27/2023 18 T31961923 T09 10/27/2023 19 T31961924 T10 10/27/2023 20 T31961925 T10A 10/27/2023 This item has been electronically signed and sealed by Velez, Joaquin using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision t j�1►lul►I fit based on the parameters provided by Builders FirstSource - Plant City. `% 001 N VF�� Truss Design Engineer's Name: Velez, Joaquin �`� G•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/rPI 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 ANSIfTPI 1, Chapter 2. STATE OF S/p N A � E�,%%' ''��ff/111111�0 .Ioaquin, Velez PE Nn.68I82 MiTek Inc. DBA MiTek f"SA PI. Cert 663q nail3 `,,in21e, Ridge ed. Cke tereeld. Nfo 63017 October 27, 2023 1 of 1 Velez, Joaquin Job Truss Truss Type Qty Ply T31961906 TTH99-106 C1A Jack -Open 4 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:11 2023 Page 1 ID tPuYCeVfQTfYt30C?ZvfnpzlGU H-RfC?PsB7OHg3N SgPgn L8w3u lTXbG K WrC Doi7 J4zJ C?f -1-0-0 1-7-10 1-0-0 1-7-10 2x4 = 1-7-10 Scale = 1:9.0 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 0.12 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=82(LC 12) Max Uplift 3=-26(LC 9), 2=-122(LC 12) Max Grav 3=31(LC 17), 2=132(LC 1), 4=32(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip COL=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 Ito 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. hmquiu Velez PE'-68182 )tTek Lue. DB A SBTe4 FSA FL Cert 6634 16023 Sv fufr1 gy Rtdge Rd. C hestergeid. A20 63017 Dxte: October 27,2023 ® WARNING -Verify design parameter; mA READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7473 rev. 112/2023 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and propeM tlamage. For general guitlance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A S RP 1 Quality Criteria and USB-22 available from Truss Plate Institute (www.lpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MiTek-US.com Job Truss Truss Type Qty Ply T31961907 TTH99-106 C3A Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, -1-0-0 2x4 = 8,630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:12 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3N Sg Pqn L8w3u ITXbGKWrCDoi7J 4zJC?f 3-3-10 Scale = 1:13.2 3-3-10 3-3-10 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 0.26 Vert(LL) -0.01 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Holz 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-2-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. JozgWe Velez PE N0.68182 \Biek Luc. DBA NIffe► ESA FL Cert 6634 t60LI Sniugle} Ridge Rd. C'aes[er6eld. k10 63017 lJate: October 27,2023 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek". a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SlrrPI1 Quality Criteria and S13-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31961908 TTH99-106 CJ1 Jack -Open 4 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:13 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-0 1-4-14 1-0-0 14-14 Scale = 1:7.4 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/TPI2014 CSI. TC 0.12 BC 0.02 WB 0.00 Matrix-P DEFL. in (loc) Vdefl Ud Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2 >999 180 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-14 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=65(LC 12) Max Uplift 3=-17(LC 9), 2=-129(LC 12) Max Grav 3=19(LC 17), 2=127(LC 1), 4=27(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; VuH=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. If; 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. Joaquin Velez PE Se.68182 %LTek rue. DD V NhTek (: SA FL Ceti 6634 16023 Swiugkey Ridge Rd. C'hesterrMd. w1Q 63017 Date: October 27,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE Pa GE Mll-7473 rev. 117J2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and propeM damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AIIJJSVTM Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpmsLorg) Chesterfield, MID 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31961909 TTH99-106 CJ3 Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 1-0-0 2x4 = 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:13 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3NSgP gnL8w3u ITXbG KMC Do i7J 4zJC?f 3-9-11 Scale = 1:12.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.35 BC 0.15 WB 0.00 Matrix-P DEFL. in (loc) Udell L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=119(LC 12) Max Uplift 3=-87(LC 12), 2=153(LC 12) Max Grav 3=87(LC 1), 2=205(LC 1), 4=72(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 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. Jongafn Velez PE M.68182 ]tiiek [uc. llDA iliie4 C3,t FL Cert 66?� 16023 Swiugte} Ridge Rd. C'hesrer6eid. A10 63017 Drle: October 27,2023 A WARNING - Verify design parameters and READ NO rES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1/2/2023 BEFORE USE. MiTek' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and gprope damage. For general gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see XS068 1 Qual Crtteda and DSS-22 available from Truss Plate Institute (wwwApinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31961910 TTH99-106 EJ5 Jack -Open 34 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:14 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-0 5-0-0 1 0 0 5-M ro fV 3x4 = 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) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 2-4 >909 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=173(LC 12) Max Uplift 3=-137(LC 12), 2=155(LC 12) Max Grav 3=134(LC 17), 2=247(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vuk=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 3 and 155 lb uplift at joint 2. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any This item has been particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. JI-quia Velez PE fi_e.6ara2 ]MTek (uc. DBA }MiTek CSA FL Cen 6634 1.602.1 Swingle,' Ridge Rd. Chesterfield. MO 63017 Dater October 27,2023 ♦ WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek"' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and propeq damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SVTP 1 Quality Criteria and DSB-22 evadable from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MTek-US.com Job Truss Truss Type Qty Ply T31961911 TTH99-106 HJ5 Diagonal Hip Girder 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, -1-6-12 3x4 = 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:15 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 7-8-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-4-9, 4=Mechanical Max Horz 2=172(LC 8) Max Uplift 3=-180(LC 8), 2=283(LC 8) Max Grav 3=183(LC 1), 2=388(LC 1), 4=148(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.2 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-16; 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint 3 and 283 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 23 lb up at 1-6-10, 85 lb down and 34 lb up at 2-6-11, and 47 lb down and 106 lb up at 4-8-1, and 108 lb down and 95 lb up at 5-1-14 on top Chord, and 5 lb down at 1-6-10, 8 lb down at 2-6-11, and 27 lb down at 4-8-1, and 23 lb down at 5-1-14 on bottom chord. The 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. Ja.quin Velez PE xo.68182 3BTe1i Luc. DBA \Hick t-SA FL Cen 6634 16023 Saitgd— Ridge Rd. Ckesle, rieW. A10 63017 D.tc: October 27,2023 ♦ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPf1 Quality Criteria and OSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcsmmponents.com) 314.434.1200 / MiTek-US.com Job T uss Truss Type Qty Ply T31961912 TTH99-106 T01 Hip Girder 2 Job Reference (optional) tsunaers rlrstbource (I ampa, ry, I ampa, I-L - ssab4, d.bsU s Aug au zuzs m1 I eK Inaustrles, Inc. I nu Uct Zb 1 /:Ub:Z1 zuzs rage 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3NSg Pqn L8w3u ITXbGKWrC Do i7J4zJ C?f 1 0 Q 6-2 6 11 4-12 1%5-6 21-6-0 26-6-10 31-7 4 36 9-10 43-0-0 44-0-p -0. 6-2-6 5-2-6 5-0-10 5_ _10 5-0-10 5-0-10 5-2-6 6-2-6 -0- 5.00 F12 7x8 = 2x4 II 3 21 22 4 23 4x8 = 7x8 = 4x8 = 2x4 II 7x8 = 24 5 2526 27 6 28 2930 7 31 32 8 33 34 9 Scale = 1,73.6 5x8 = 20 35 36 19 37 38 1817 39 40 16 41 42 1514 43 44 13 45 46 12 5x8 = 2x4 11 5x8 = 7x8 WB = 4x8 = 2x4 11 5x8 = 2x4 11 2x4 I 7x8 WB = Hi 111-12 16-5-6 21-6-0 26-6-10 31-7-4 36-9-10 434-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.57 BC 0.35 WB 0.72 Matrix-SH DEFL. in Vert(LL) 0.82 Vert(CT) -0.96 Horz(CT) 0.13 (loc) I/defl Ud 16 >625 240 16 >534 180 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 531 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. 3-6,6-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=94(LC 7) Max Uplift 2=-1645(LC 8), 10=-1722(LC 8) Max Grav 2=2532(LC 1), 10=2602(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5972/3778, 3-4=-8812/5811, 4-5=-8810/5809, 5-6=11509/7662, 6-7=-11509/7662, 7-8=-8924/5934, 8-9=-8926/5936, 9-10=-6152/3976 BOTCHORD 2-20=-3371/5458, 19-20=-3370/5475, 17-19=-7061/10896, 16-17=7061/10896, 15-16=-7123/10952, 13-15=7123/10952, 12-13=3553/5641, 10-12=-3554/5625 WEBS 3-20=0/450, 3-19=-2515/3773, 4-19=-495/505, 5-19=-2340/1584, 5-17=0/383, 5-16=-539/717, 6-16=-447/498, 7-16=-454/644, 7-15=0/383, 7-13=-2267/1515, 8-13=-495/505, 9-13=-2451/3705, 9-12=01449 NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. This Item has been Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. electronically signed and 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to sealed by Velez, Joaquin, PE ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. using a Digital Signature. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. Printed copies of this II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber document are not considered DOL=1.60 plate grip DOL=1.60 signed and sealed and the 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific signature must be verified to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. On any electronic copies. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ao.gtda Velez PE xo.d9182 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 lfirek L— DBA .ilirek tSA. FL Ceti 4634 will fit between the bottom chord and any other members. 16023 Single} Ridge Rd. ce�esrerreld. �1a 301', 9 Provide mechanical connection b others of truss to bearing late capable of withstanding 1645 lb uplift at 2 and 1722 lb uplift (y ) 9 P P 9 P J P nsie: at joint 10. October 27,2023 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2r2023 BEFORE USE. MiTek" Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Qual ty Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31961912 TTH99-106 T01 Hip Girder 2 e2 Job Reference (optional) Builders FirstSOUfce (Tampa, FL), I ampa, FL - 33564, d.bJU S Aug JU ZUZJ MI I eK mausines, Inc. I nu Vct Z6 1 f:UG:ZI ZUZJ Page Z ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 158 lb up at 6-2-6, 125 lb down and 153 lb up at 8-3-2, 125 lb down and 153 lb up at 10-3-2, 124 lb down and 153 lb up at 12-3-2, 124 lb down and 153 lb up at 14-3-2, 124 lb down and 153 lb up at 16-3-2, 124 lb down and 153 lb up at 18-3-2, 124 lb down and 153 lb up at 20-3-2, 124 lb down and 153 lb up at 21-6-0, 124 lb down and 153 lb up at 22-8-14, 124 lb down and 153 lb up at 24-8-14, 124 lb down and 153 lb up at 26-8-14, 124 lb down and 153 lb up at 28-8-14, 124 lb down and 153 lb up at 30-8-14, 125 lb down and 153 lb up at 32-8-14, and 125 lb down and 153 lb up at 34-8-14, and 225 lb down and 372 lb up at 36-9-10 on top chord, and 141 lb down at 6-2-6, 56 lb down at 8-3-2, 56 lb down at 10-3-2, 56 lb down at 12-3-2, 56 lb down at 14-3-2, 56 lb down at 16-3-2, 56 lb down at 18-3-2, 56 lb down at 20-3-2, 56 lb down at 21-6-0, 56 lb down at 22-8-14, 56 lb down at 24-8-14, 56 lb down at 26-8-14, 56 lb down at 28-8-14, 56 lb down at 30-8-14, 56 lb down at 32-8-14, and 56 lb down at 34-8-14, and 141 lb down at 36-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-9=-54, 9-11=54, 2-10=-20 Concentrated Loads (lb) Vert: 3=-68(B) 9=-167(B) 20=88(B) 5=68(B) 17=-28(B) 16=-28(B) 6=-68(B) 15=28(B) 7=-68(B) 12=-88(B) 21=-68(B) 22=68(B) 23=68(B) 24=-68(B) 25=-68(B) 27=-68(B) 28=-68(B) 30=-68(B) 31=68(1]1) 32=-68(B) 33=-68(B) 34=-68(B) 35=-28(B) 36=-28(B) 37=-28(B) 38=28(B) 39=-28(B) 40=-28(B) 41=-28(B) 42=-28(B) 43=-28(B) 44=-28(B) 45=-28(B) 46=28(B) a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. ■ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building 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 ppropperty damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria and OSS-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.mm) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31961913 TTH99-106 T02 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:23 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P s B7OHg3N Sg Pqn L8w3u ITXbG KWrC Doi7J4zJ C?f 1-0-p 5-1-7 8-7-3 15-1-10 211-0 27-101 34-4-13 37-10-9 43-0-0 44-0-p -0 5-1-7 3-5-12 6-6-7 6-4F 6-4-0 6-0-7 3-5-12 5-1-7 -0 Scale = 1:73.6 3x4 = 5x6 = 4x6 = 5.00 12 3x4 = 3x4 = 5x6 = 4 21 522 23 6 7 24 825 26 9 5x8 = 18 17 16 15 14 13 5x8 = 4x8 = 6x8 = 4x4 = 4x4 = 6x8 = 4x8 = t 8-7-3 17-7-10 25-4-6 34-4-13 43-0-0 8-7-3 9-0-7 7-8-12 9-0-7 8-7-3 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [4:0-3-0,0-2-4], [7:0-3-0,Edge], [9:0-3-0,0-2-4], [11:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 TCDL 7.0 Lumber DOL 1.25 BC 0.82 BCLL 0.0 Rep Stress Incr YES WB 0.47 BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH DEFL. in floc) I/defl Ud 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 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS 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=15041893, 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 PLATES GRIP MT20 244/190 Weight: 239 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 4-6-14 oc bracing. 1 Row at midpt 5-18, 8-13 A 2 I4 6 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 8-7-3, Exterior(2R) 8-7-3 to 14-8-3, Interior(1) 14-8-3 to 34-4-13, Exterior(2R) 34-4-13 to 40-5-12, Interior(1) 40-5-12 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. Joagnin Velez PE No.68182 11iIek tuc. DBA 8Blek GSA k1 C— 6634 16023 Sningiep Ridge Rd. Chesterfield. N10 6MI- Dare; October 27,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/212023 BEFORE USE. Design valid for use only with MiTek® connectors. This tlesign is based only upon parameters shown, and is for an individual builtling component, notMffek� 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 chard members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSf/rr 1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcsromponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31961914 TTH99-106 T03 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:24 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -i1-0-p 6-6-5 11-0-0 18-0-9 24-11-7 32-0-0 36-5-11 _ 43-0-0 -0- 6-6-5 4-5-11 7-0-9 6-10-13 7-0-9 4-5-11 6-6-5 -0- 5.00 r12 5x8 = 421 2x4 II 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 = 7-0-9 4x6 = 3x10 = 2x4 11 5x6 = US = 2x4 11 36-5-11 43-0-0 4 0 I� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.52 14-15 >988 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.73 14-15 >699 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.23 9 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix-SH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 6-15, 6-12 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 9=0-3-8 Max Horz 2=159(LC11) Max Uplift 2=-943(LC 12), 9=-943(LC 12) Max Grav 2=1642(LC 1), 9=1642(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3513/2077, 3-4=-3065/1877, 4-5=-3608/2259, 5-6=3608/2259, 6-7=2810/1792, 7-8=-3066/1877,8-9=-3512/2077 BOT CHORD 2-18=-1794/3166, 17-18=-1794/3166, 15-17=-1479/2792, 14-15=1949/3605, 12-14=-1949/3603, 11-12=1806/3165, 9-11=-1806/3165 WEBS 3-17=-476/379, 4-17=-161/394, 4-15=-577/1078, 5-15=-398/374, 6-14=0/281, 6-12=-1058/570, 7-12=-462/882, 8-12=-475/379 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 11-0-0, Exterior(2R) 11-0-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(2R) 32-0-0 to 38-1-0, Interior(1) 38-1-0 to 44-0.0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate This item has been grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members. signed and sealed and the 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 signature must be verified g joint 9. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any on any electronic copies. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 2oa4akt ael- PE No.6sis2 %117ek IUc.DBA36Tek CSA ELCe,T6WU 16023 SRmglov Ridge Rd. CkesterfleW. 310 6301? Date. October 27,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1/212023 BEFORE USE. Design valid for use only with MUM connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general gguidance regarding Me fabrication, delivery, bracing trusses and truss ANSViP11 Quality Criteria and MISS-22 available from Truss Plate Institute (www.tpinst.org) 16023 Swingley Ridge Rd. storage, erection and of systems, see and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcsoomponents.com) Chesterfield, MO 63017 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31961915 TTH99-106 T04 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:26 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC.7f -�1-0-Q 7-0-5 13-4-13 18-9-10 24-2-6 29-7-3 3%11-11 43-0-0 4,4-0-p -0- 7-0-5 6-4-8 5-4-13 5-4-13 5-4-13 64-8 + 7-0-5 -0- 5x6 = s nnF1 oT 3x4 = 3x4 = U6 = 5x6 = 5 20 6 7 8 Scale = 1,73.9 6 I� 3x8 = 18 17 .o " `° lu `� " - 13 12 3x8 = 2x4 11 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 2x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.82 BC 0.80 WB 0.76 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Ud -0.41 15-17 >999 240 -0.71 15-17 >724 180 0.21 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-191(LC 10) Max Uplift 2=-943(LC 12), 10=943(1_13 12) Max Grav 2=1861(LC 17), 10=1861(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3963/2094, 3-4=-3216/1782, 4-5=2947/1724, 5-7=3388/1933, 7-8=2947/1720, 8-9=-3216/1778,9-10=-3964/2090 BOT CHORD 2-18=-1811/3722, 17-18=-1811/3722, 15-17=-1592/3365, 13-15=1587/3312, 12-13=-1819/3579, 10-12=1819/3579 WEBS 3-18=0/276, 3-17=784/507, 4-17=-405/963, 5-17=-654/357, 5-15=0/254, 7-15=0/254, 7-13=-654/360, 8-13=-406/963, 9-13=785/507, 9-12=0/276 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 195-12, 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 BCOL = 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. 3-itnin Velez PE \0.68182 \lliek Wc. DBA 381-ek C�SA FL Cert6634 16023 Sritigle, Ridge Rd. Cbevlerfield. \t0 630I- Uarr: October 27,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/212023 BEFORE USE. i �� �:P Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AINJSIrrPI1 Quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponenls.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31961916 TTH99-106 T04A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 2617:06:27 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-p 7-0-5 13-4-13 18-9-10 24-2-6 29-7-3 35-11-11 43-0-0 7-0-5 6-4-8 511-13 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 13 tt to -14 Z4 'o io 12 11 3x8 = 2x4 II 3x8 = 4x6 3x4 = 4x6 = 3x8 = 2x4 11 i 7-0-5 13-0-13 21-6-0 29-7-3 35-11-11 43-0-0 , 7-0 5 6 4 8 B-1-3 8-1-3 6-4-8 7-0 5 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 0.85 Vert(LL) -0.41 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.71 12-14 >723 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-3-8, 2=0-3-8 Max Horz 2=190(LC11) Max Uplift 10=-857(LC 12), 2=-944(LC 12) Max Grav 10=1807(LC 18), 2=1861(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3964/2102, 3-4=-3217/1790, 4-5=-2948/1731, 5-7=-3390/1945, 7-8=-2951/1723, 8-9=-3220/1794,9-10=-3964/2100 BOT CHORD 2-17=-1855/3714, 16-17=-1855/3714, 14-16=-1622/3358, 12-14=1637/3305, 11-12=-1846/3592,10-111=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; 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 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " 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 857 lb uplift at joint 10 and 944 lb uplift at joint 2. 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. Josgrdn Velez PE No.68182 SBTek 1uc. DBA 1BTek USA FL CeA 6634 1662a1 Sviuglep Ridge Rd. Ckecle, fkId. A10 6-1017 Date: October 27,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. ■ Design valid for use only with WWI)connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and gprope damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrfT 1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31961917 TTH99-106 T05 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:29 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3NSg Pqn L8w3u ITXbG K WrC Doi7J4zJC?f -1-0-Q 8-4-4 15-9-10 21�-0 27-2-6 34-7-12 43-0-0 4rL-0-p f 8-4-4 7-5-5 5-8-6 5-8-6 7-5-5 8-" 0 5.00 F12 5x8 = 2x4 11 5x8 = 5 18 6 1920 21 7 Scale = 1:75.2 3x8 = 16 15 LO 14 L4 13 12 3x8 = 8-4-4 2x4 II 15-9-10 5x6 = 3x8 = 5x6 = 2x4 II ty. 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 0.97 BC 0.88 WB 0.36 Matrix-SH DEFL. in floc) Well L/d 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(LC 12) Max Grav 2=1861(LC 17), 10=1861(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3888/2047, 3-5=-2973/1686, 5-6=-2882/1743, 6-7=-2882/1743, 7-9=2973/1686, 9-10=-3889/2047 BOT CHORD 2-16=-1752/3670, 15-16=-1752/3670, 14-15=-121712786, 13-14=-1230/2675, 12-13=1766/3503, 10-12=1766/3503 WEBS 3-16=01345, 3-15=980/593, 5-15=210/669, 5-14=-198/447, 6-14=-337/305, 7-14=-198/447, 7-13=-210/670, 9-13=981/593, 9-12=0/345 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 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 3-quta Velez PE xo.43182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." %1i1ek [uc. DBA ah1ek [ SA FL Con e434 1"Z.S Sviagtty Ridge Rd. Ckesterneld. af0 6s0[7 Datr: October 27,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. U212023 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and pproppeMrty damage. For general gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSXI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpmst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MiTek-US.com Job Truss Truss Type Qty Ply T31961918 TTH99-106 T05A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:31 2023 Page 1 I D: tPuYCeVfQTfyt30 C?ZvfnpzlG U H-RfC?PsB70H q3N SgPgnL8w3u 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 f-0 8-41A 7-5-5 5-8-6 I 541-6 7-5 5 8.4-4 Scale = 1:75.1 5.00 F12 5x8 = 2x4 11 5x8 = 5 17 6 18 19 20 7 3x8 = 15 14 " 13 GD 12 11 3x8 = 2x4 11 5x6 = 3x8 = 5x6 = 2x4 II 8-4-4 15-9-10 21.6-0 27-2 6 347-12 43-0-0 8.4-4 7-5-5 5-8-6 5-8-6 7-5-5 8-4-4 Plate Offsets (X,Y)-- [2:0-4-2,0-1-8],[5:0-5-12,0-2-8],[7:0-5-12,0-2-8],[8:0-0-0,0-0-0],[10:0-4-2,0-1-8],[12:0-3-0,0-3-0],[14:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.36 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.56 12-13 >918 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 3-14, 9-12 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=221(LC 11) Max Uplift 2=-944(LC 12), 10=857(LC 12) Max 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 BOTCHORD 2-15=1797/3663, 14-15=-1797/3663, 13-14=-1261/2779, 12-13=1249/2675, 11-12=-1791/3514, 10-11=1791/3514 WEBS 3-15=0/345, 3-14=-980/593, 5-114=209/669, 5-13=-199/448, 6-13=-337/306, 7-13=-196/447, 7-12=-212/672, 9-12=989/600, 9-11=0/346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 42-10-4 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = IO.Opsf. signature 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 mr.qulu X-0- PE So.63182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." XHTek L­ DBA N1irek csa Er. Cert 64b4 1602b Saiugles Ridge Rd. Che,(. field. At(-) 6361- Datr: October 27,2023 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. ■ Design valid for use only with MTek(M connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and propeM damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUT01 Quality Criteria and SB-22 available from Truss Plate Institute (wwwApinst.org) Chesterfield, MO 63017 and BCsi Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31961919 TTH99-106 T06 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:32 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -.1-0-Q 6-6-0 124-3 18-2-6 24-9-10 30-7-13 36-6-0 43-0-0 4p-0-p - 6-6-0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-6-0 1-0-0 d 5.00 12 5x6 = 6 20 5x8 = 721 Scale = 1:75.2 3x8 = to ca w 11 16 cn 15 - co <r is 3x8 = 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 33-6-14 3x4 = Iv 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.40 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.70 13-15 >733 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.20 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 223 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 14-17: 2x4 SP No.2 5-8-0 oc bracing: 15-16. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=-254(LC 10) Max Uplift 2=-943(LC 12), 11=943(1-C 12) Max Grav 2=1872(LC 17), 11=1876(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3934/2082, 3-5=-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 2-1 8=- 1800/3 760, 16-18=-1470/3172, 15-16=-1093/2484, 13-15=-1483/3010, 11-13=-1813/3578 WEBS 3-18=-333/332, 5-18=-1921687, 5-16=820/522, 6-16=-296/753, 7-15=-297/836, 8-15=-820/522, 8-13=-192/687, 10-13=-333/332 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 This item has been plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed copies Of this 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at signature nature must be verified joint 11. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any on any electronic copies. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 3evge1a Ce1- PE ao.69182 S1ilek Ina. DBA \BLek U"SA FL Cert 6W4 16023 Swiuglec Ridge Rd. Chesier60d. b10 63017 Dare: October 27,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 117J2023 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrr 1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type City Ply T31961920 TTH99-106 T06A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:33 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-p 6-0-0 12j1-3 , 112-0 24-9-10 30-7-13 36-6-0 43-0-0 6-6-0 5-10-3 5-10-3 6-7-3 15-10-3 5-10-3 6-6-0 5x6 = 5.00 F12 6 19 5x8 = 720 Scale = 1:75.1 3x8 = .r cc — 15 — 14 - c. — - 3x8 = 3x4 = 4x6 = 3x8 = 9S2 3x4 = 4x6 = 33-6-14 3x4 = 43-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.40 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.70 12-14 >734 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.20 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 221 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP NG.2 TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc purlins. BOT CHORD 2x4 SP No.1 "Except" BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 13-16: 2x4 SP No.2 5-7-5 oc bracing: 14-15. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-15 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=253(LC 11) Max Uplift 2=-944(LC 12), 11=857(LC 12) Max Grav 2=1873(LC 17), 11=1822(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3935/2089, 3-5=-3693/1971, 5-6=2725/1611, 6-7=2483/1560, 7-8=2734/1605, 8-10=-3710/1974, 10-11=-3954/2108 BOT CHORD 2-17=-1844/3753, 15-17=1514/3165, 14-15=-1112/2483, 12-14=-1504/3011, 11-12=-1842/3589 WEBS 3-17=-333/332, 5-17=-192/687, 5-15=820/522, 6-15=-297/754, 7-14=-298/837, 8-14=-823/525, 8-12=-217/693, 10-12=-338/353 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vint=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 This item has been plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies of this 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members, with BCDL = IO.Opsf. signed and sealed and the 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 signature must be verified joint 11. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any on any electronic copies. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." .teegnin Velez PE No.691112 )filek luc. DBA 3HIek 1SA FL C em 6634 16023 Sa$rgler Ridge Rd. Chesterfield. 310 63017 Date: October 27,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. MiTek* Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding Me 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTI'11 Quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31961921 TTH99-106 T07 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 2617:06:35 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-0-I) 7-0-1 13-0 0 19-1-8 23-10-8 30-0 0 35-11-15 43-0-0 4,4-0-Q 7-0-1 115-16-1-8 4-9-0 6-1-8 5-11-15 7-0-1 -0- 5x6 = 5.00 12 5x8 = Scale = 1:75.2 3x8 = 10 Z1 ZZ 17 16 Zs 15 1v Zw co to 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,9-12: 2x4 SP No.1 BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 *Except* 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=267(LC11) Max Uplift 2=-943(LC 12), 11=943(1-C 12) Max Grav 2=1871(LC 17), 11=1873(LC 18) 5x6 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.73 Vert(LL) -0.40 13-15 >999 240 MT20 244/190 BC 0.96 Vert(CT) -0.70 13-15 >728 180 WB 0.41 Horz(CT) 0.17 11 n/a n/a Matrix-SH Weight: 228 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 8-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (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, 8-1 0=-3661/1936, 10-11 =-3905/2048 BOT CHORD 2-18=-1 764/3735,16-18=-1422/3112, 15-16=-1019/2395, 13-15=-1434/2951, 11-13=-1776/3539 WEBS 3-18=-351/346, 5-18=-214/750, 5-16=877/557, 6-16=-330/762, 7-15=-326/836, 8-15=-879/558, 8-13=-214/751, 10-113=351/346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E) 19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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." 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. Jimgnta Velez PE ko.63132 N111ek Luc. DBA 16rek 1"SA FL Con 6634 16023 Swiugd— Ridge Rd. (Westerfield. 1.10 6301T llate: October 27,2023 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2J2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and propperly damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSWI, Qual Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.ccm) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31961922 TTH99-106 T07A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:36 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3N SgPgn L8w3u ITXbGKWrC Do i7J 4zJ C?f 13-0-0 16111 21101 3011 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 i 3x8 = 11 2U Z1 10 15 ZZ 14 3d Zs Zc -IZ 3x8 — 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 VVB = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.75 BC 0.96 WB 0.41 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d -0.40 12-14 >999 240 -0.70 12-14 >729 180 0.17 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 227 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,9-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 *Except* WEBS 1 Row at midpt 5-15, 7-15, 8-14 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=265(LC 11) Max Uplift 2=-944(LC 12), 11=857(1-13 12) Max Grav 2=1871(LC 17), 11=1819(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3900/2055, 3-5=-3656/1944, 5-6=2629/1554, 6-7=2389/1507, 7-8=2633/1549, 8-10=-3669/1950, 10-11=-3914/2074 BOT CHORD 2-17=-1808/3727, 15-17=-1466/3104, 14-15=-1038/2387, 12-14=1455/2952, 11-12=-1805/3550 WEBS 3-17=-351/346, 5-17=-214/750, 5-15=877/557, 6-15=-331/763, 7-14=-327/837, 8-14=-881/560, 8-12=-238/757, 10-12=354/365 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 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 = 10.0psf. signature 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 J—gwn N.1-YE N..63182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." SRrek fac. 00a 30Tec USA Ff. Cen 6634 16023 Swiuglfc Rddgf Rd. Ch-te 6.1d.'Nff) 63017 na[�: October 27,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/nO23 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor 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 glicence regarding the fabrication, delivery, bracing trusses truss ANSVTP11 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinsl.org) 16023 Swingley Ridge Rd. storage, erection and of and systems, see and SCSI Building Component Safety Information available from the Structural Building ComponentAssociation (www.sbcscomponenls.com) Chesterfield, MO 63017 314.434.1200 / MTek-US.com Job Truss Truss Type Qly Ply T31961923 TTH99-106 T09 Common Supported Gable 14 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:38 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1 21-6-0 43-0-0 21-6-0 21-" d1 d 5.00 12 5x6 = 13 14 Scale = 1:73.0 3x6 = 3x6 = 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20201TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 43-0-0 CSI. TC 0.17 BC 0.18 WB 0.11 Matrix-SH Io 43-0-0 43-0-0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 1 n/r 120 MT20 244/190 Vert(CT) 0.00 1 n/r 120 Horz(CT) 0.01 24 n/a n/a Weight: 271 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 13-35, 12-36, 14-34 (lb) - Max Horz 2=297(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26, 24 except 37=-104(LC 12), 43=-104(LC 12), 45=153(1-C 12), 33=-104(LC 12), 27=-107(LC 12), 25=179(1-C 12) Max Grav All reactions 250 Ito 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; VuR=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(31R) 21-6-0 to 25-9-10, Exterior(2N) 25-9-10 to 43-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 36, 39, 40, 41 42, 44, 34, 31, 30, 29, 28, 26, 24 except Qt=lb) 37=104, 43=104, 45=153. 33=104, 27=107, 25=179. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 24. 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 \e.68182 ..11Tek Luc. DBA MiTek C:SA FL Ctrr 6634 16023 Saiugtey Ridge Rd. CkrvterfieW. \IO 6301- Dale; October 27,2023 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1/2/2021 BEFORE USE. ■ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general Gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31961924 TTH99-106 T10 Common 32 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:39 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?Ps B7OH q3N Sg Pqn L8w3u ITXbG KWrC Doi7J 4zJC?f 1 7-7-3 14-6-10 21-6-0 28-5-6 35 4-13 43-0-0 -0 -0- 7-7-3 6-11-6 6-11-6 6-11-6 6-11-6 7-7-3 -0- 5x6 = 5,00 FIT 3x4 = 4x6 = 3x4 = 3x4 = 3x4 = 4x6 = Scale = 1:72.2 9:6 17-3-15 25-8-1 i 33-11-10 43-0-0 0 9-8-3-10 85 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 (loc) I/defl Ud 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 11) Max Uplift 2=-943(LC 12), 10=943(LC 12) Max Grav 2=1885(LC 17), 10=1885(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3931/2002, 3-5=-3802/2010, 5-6=-2890/1661, 6-7=-2890/1661, 7-9=3802/2010, 9-10=-3932/2002 BOT CHORD 2-17=-1708/3783,15-17=-1306/3020,14-15=-850/2218,12-14=-1307/2872, 10-12=-1708/3560 WEBS 6-14=-520/1153, 7-14=-763/574, 7-12=392/909, 9-12=-362/365, 6-15=-520/1153, 5-15=-763/574, 5-17=-392/908, 3-17=-362/365 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ff; 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-D-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 nature 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. Jbagrdn Velez PE Tu.63132 MiTek Luc. DBA MiTek I. SA FL C ,rt 6634 16023 Saittgiev Ridge Rd. Ckesterfieid. %10 63U17 Datc--: October 27,2023 d WARNING - Verify design parameters and READ NOTES ON THIS 4,NO INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/212023 BEFORE USE. MiTek' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and pproppeertrtyy damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSW, Qual Criteria and DSB-22 available from Truss Plate Institute (wwviApinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.st>cscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31961925 TTH99-106 T10A COMMON 16 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:41 2023 Page 1 I D: tP uYCeVfQTtYt30 C?ZvfnpzlGU H-RfC?P s B7OHg3N SgPgnL8w3u ITXbG KWrC Doi7 J4zJC?f �1-0-Q 7-7-3 21 14-6-10 -6-0 28-5.6 35-4-13 43-0-0 -0- 7-7-3 6-11-6 6-11-6 6-11-6 6-11-6 7-7-3 �1 d 5x6 = 5.00 F12 3x4 = 4x6 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except` 1-4,8-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=297(LC 11) Max Uplift 2=-944(LC 12), 10=-857(LC 12) Max Grav 2=1886(LC 17), 10=1831(LC 18) 3x4 = 4x6 = 43-0-0 Scale = 1:72.2 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.94 Vert(LL)-0.4013-14 >999 240 MT20 244/190 BC 0.93 Vert(CT) -0.68 13-14 >750 180 WB 0.99 Horz(CT) 0.18 10 n/a n/a Matrix-SH Weight: 216 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3932/2003, 3-5=-3803/2012, 5-6=2892/1662, 6-7=2892/1671, 7-9=-3811/2048, 9-10=-3941/2041 BOT CHORD 2-16=-1752/3776, 14-16=-1350/3012, 13-14=-893/2210, 11-13=-1327/2872, 10-11=-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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=944,10=857. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I� This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. .Inagtrie %'Ar,z PE N.A3132 )RTek Wc. BBA �I1Tek t: SA FL Cer[ 6634 t6023 Salagleo Rfdge Rd. Clio terfield. MO 630 G' Date. October 27,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property dama?e. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see SVrPl1 Quat ty Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12D0 / MTek-US.com Job Truss Truss Type Qty Ply T31961926 TTH99-106 T11 Common 8 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:42 2023 Page 1 ID: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?PsB7OHg3N SgPgn L8w3u ITXbG KWrC Doi7J4zJ C?f -� 7-7-3 14�-10 21-0-0 28-5-6 35�-13 43-0-0 , 45-0-0 , -0 7-7-3 6-11-6 6-11-6 6-11-6 6-11-0 7-7-3 2-0-0 3x4 = LOADING (ps, SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,8-11: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-310(LC 10) Max Uplift 2=-939(LC 12), 10=1020(1-C 12) Max Grav 2=1885(LC 17), 10=1934(LC 18) 5x6 = 5.00 12 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = Scale = 1:73.7 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.91 Vert(LL)-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=-1668/3790, 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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 45-0-0 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=939, 10=1020. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 1 jd This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin V.1- PE No.68182 NBTek tar. DBA NDTek LSA FL Cut[ 6634 16OL1 sv ingl- Ridge Rd. Chesterfield, N10 6301- Data: October 27,2023 A& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 11212021 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek"' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and ppropeeMrty damage. For general gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPi1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinsLorg) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcsoomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31961927 TTH99-106 Vol GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, e d d 2x4 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:43 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC'?f 4x4 = 2x4 11 2x4 11 2x4 11 2x4 Scale = 1:17.8 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 0.17 BC 0.13 WB 0.11 Matrix-SH DEFL. in (loc) I/clef! 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) MaxUplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-184(LC 12), 6=184(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=279(LC 1), 6=279(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-187/368, 4-6=187/368 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-6-8, Exterior(2R) 5-6-8 to 8-6-8, Interior(1) 8-6-8 to 10-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 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 0=11g) 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. JI-quin V' Il PE No.68182 MiTek We, DBA MtiTek I: SA FL Cert 6634 16023 Swingle' Ridge Rd. cheot rl-ieW. M0630❑ Date; October 27.2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 112/2023 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSIfrPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31961928 TTH99-106 V02 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 4-0-0 3x4 � 2x4 II 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 2617:06:44 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 8-0-0 4x4 = 3x4 Scale = 1:14.6 =o d 7-11-6 8 7-11-6 0 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-10-13, 3=7-10-13, 4=7-10-13 Max Horz 1=37(LC 11) Max Uplift 1=-64(LC 12), 3=64(LC 12), 4=-133(LC 12) Max Grav 1=107(LC 21), 3=107(LC 22), 4=273(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-169/308 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 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. Jos quin X-dez PE \o.68182 MiTek Inc. DBA NUTek 1"SA FL Cen 6634 16023 S'wfugfey Ridge Rd. Cka,rerf0d. _N10 63017 Dare: October 27,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek i a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and pproparty damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPH Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31961929 TTH99-106 V03 Valley 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:45 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-RfC?PsB7OHg3NSgPgnL8w3u ITXbGKWrCDoi7J4zJC?f 2-0-0 4-0-0 2-0-0 2-0-0 3x6 = Scale = 1:T6 5.00 F12 2 3 1 c xd o d 2x4 2x4 4-0-0 4-0-0 Plate Offsets (X,Y)— [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 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(LC 10) Max Uplift 1=-50(LC 12), 3=50(LC 12) Max Grav 1=92(LC 1),3=92(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4f; Cat. lit; 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. J-4nin Velez PE'-681a2 36Tek 1ua, DBA 36Tek USA FL Cert 6634 16023 S�iugl— Rldge Rd. Char-f',Ad, A10 63017 Datc: October 27,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and profert� damage. For general guidance regarding the 16023 Srdngley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AffJJS RP 1 Quality Criteria and S13-22 available from Truss Plate Institute (www.tpinst.org) and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) Chesterfield, MO 63017 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31961930 TTH99-106 VO4 GABLE 1 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MITek Industries, Inc. Thu Oct 26 17:06:46 2023 Page 1 ID tP uYCeVfQTfYt30C?ZvfnpzlG U H-RfC?P s B7OHg3N SgPgn L8w3u lTXbG K WrC Doi7J4zJC?f L 2-1-8 4-3-0 2-1-8 2-1-8 5.00 12 2x4 US = 2x4 Scale: 1.5"=1' xo d 4-3-0 4-3-0 Plate Offsets (X,Y)-- [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc 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 Grant 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; 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. Joaquin %'elez Pee.63182 }BTek Luc. DBA DTek C-SA FL Cen 6634 16023 Swingley Ridge Rd. C'kestedxetd. >f0 6301' Dare October 27,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI Pl1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.lpinsLorg) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com Job Truss Truss Type Qty Ply T31961931 TTH99-106 V05 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MTek Industries, Inc. Thu Oct 26 17:06:47 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 4-6-8 9-1-0 4E-8 4-641 Scale = 1:16.7 4x4 = 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/deft 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 FBC2020ITP12014 Matrix-SH Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1 D-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 lbor less at joint(s) 1, 5, 7, 8, 6 FORCES. (lb) -Max. Camp./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; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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 Gt=lb) This item has been 8=127, 6=127. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin %.I- PE to.69182 ?111ek Wc. DBA.%HTek CS.0 FL C.a 6634 16021 SRkrgler Ridge Rd. Chesterfield. 3f0 63017 Date: October 27,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. MiTeV Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and propel damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SI/R 1 Quality Criteria and USB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MTek-US.com Job Truss Truss Type Qty Ply T31961932 TTH99-106 V06 Valley 1 1 Job Reference (optional) builders FirstSource (L amps, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:48 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f L 2-6-8 5-1-0 2-6-8 ' 2-6-8 5.00 F12 2x4 US = 2x4 Scale = 1:9.8 0-Q-10 5-1-0 0 - 0 5-M Plate Offsets (X,Y)— [2:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/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=-1481287, 2-3=-148/299 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd 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. .I-quin Velez PE \u.68182 MiTek Luc. DB A SB7ek USA FL CCrt6634 16023 Swinglov Ridge Rd. Chest-ficid. 110 6ml- Da1r: October 27,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and pproperrtyry damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.wm Job Truss Truss Type Qty Ply T31961933 TTH99-106 V07 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:49 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 7-3-12 14-7-8 7-3-12 7-3-12 b d 4x4 = 3x4 i 16 15 14 13 12 11 10 3x4 Scale = 1:24.4 v •o 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(ILL) 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 FBC2020lTPI2014 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(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 14, 15, 12, 11 except 16=-146(LC 12), 10=-146(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13, 14, 15, 16, 12, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 7-3-12, Exterior(2R) 7-3-12 to 10-3-12, Interior(1) 10-3-12 to 13-11-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 14, 15, 12, This item has been 11 except Qt=lb) 16=146,10=146. electronically signed and 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin l'eiez PE Na.63182 3flTek Luc. DBA #IIrek GSA EL C em 6634 160 Ll Swiuglty Ridge Rd. CkesterOrld. 110 6301-, Dates October 27,2023 a WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' �� .. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I always required for stability and to prevent collapse with possible personal Injury and ppropeAAyy tlamage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Crkerla and guidance avaiable from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com Job Truss Truss Type Qty Ply T31961934 TTH99-106 V08 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 5-7-12 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:50 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f Scale = 1:20.1 46 = 4 4x4 2x4 11 4x4 11-3-0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 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 FBC20201TP12014 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; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-7-12, Exterior(2R) 5-7-12 to 8-7-12, Interior(1) 8-7-12 to 10-7-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) This item has been 1=104, 3=104, 4=196. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. dmgeiu Velez PE Nn.63182 MRTek rut. ODA M71Tek U1,A FL Coil 6634 1602.1 S rtugtey Ridge Rd. Chexterfreld. M70 63017 Date: October 27.2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. MiTek" Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general gguidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TTI7 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12DD / MiTek-US.com Job Truss Truss Type Qty Ply T31961935 TTH99-106 V09 Valley 1 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:51 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrC Doi7J4zJC?f 3-11-12 7-11-8 3-11-12 3-11-12 v 0 d 4x4 = 3x4 i 2x4 II 3x4 Scale = 1:14.6 7-11-0 04-8 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(LC11) Max Uplift 1=-69(LC 12), 3=-69(LC 12), 4=-131(LC 12) Max Grav 1=113(LC 21), 3=113(LC 22), 4=275(LC 1) FORCES. (lb) - Max. 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; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 3-11-12, Exterior(21R) 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 specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) This item has been 4=131. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Josquk lrelez PE No.63182 \tIrek tua. DBA N/iTek ESA FL Ceri 6634 160LA Swtuglty Ridgy Rd. Chesterfield. UO 6301' Date: October 27,2023 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 112/2023 BEFORE USE. MiTek" Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and ppropperlAyy damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see and dame Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbescomponents.mm) 314.434.12001 MTek-US.com Job Truss Truss Type City Ply T31961936 TTH99-106 V10 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 2-3-12 2x4 &630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:52 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 4-7-8 3x6 = 2 2x4 Scale = 1:8.6 xd 0 0 4-7-8 0 4-7-0 Plate Offsets (X,Y)— [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TIC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020rrP12014 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 Gc 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(1-C 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; 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. Jo.quiu %-.I- PE N0.63/32 lLiek Lnc. DSA 1llTe1t CSA FL CeM 6634 16021 SFingley Ridge Rd. Ckesrerrreld. 810 6301-, Date: October 27,2023 A WARNING -Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek" a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP 1 Quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MiTek-US.com Job Truss Truss Type Qty Ply T31961937 TTH99-106 V11 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Aug 30 2023 MiTek Industries, Inc. Thu Oct 26 17:06:53 2023 Page 1 ID: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-RfC?P sB7OHg3N SgPgn L8w3u ITXbGK WrC DOi7J4ZJC?f 3-10-0 7-8-0 3-10-0 3-10-0 3x4 2x4 II 4x4 = 3x4 Scale = 1,14.2 :d d LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.18 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; 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 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. Jiraytdn Velez PE Ltie.68182 \MTek Luc. DBA NhTek GSA FL Cem 6634 16023 Snvtgle} Ridge Rd. Chesterfield. \f0 63017 Date: October 27,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/212023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Mffek� a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and Muss systems, see ANSIRPII Quality Criteria and SS-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield. MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcsnomponents.com) 314.434.1200 / MTek-US.com A Symbols PLATE LOCATION AND ORIENTATION 112 L 14- Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-116r. For 4 x 2 orientation, locate plates 0- 111 ' from outside edge of truss. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 Joint ID TOP CHORDS by Ci-2 C23 WEBS c3� 4 a d O C7-8 C6-7 cS6 0 BOTTOM CHORDS 8 7 6 5 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never slack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7, Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSI/TPI 1. Plate location details available in MiTek software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number/letter where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-22: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. Product Cade Approvals ICC-ES Reports: ESR-1988, ESR-2362, ESR-2685, ESR-3282 ESR-4722, ESL-1388 Design General Notes Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2023 MiTek® All Rights Reserved M OlTe ka MiTek Engineering Reference Sheet: MII-7473 rev. 1/2/2023 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21. The design does not take into account any dynamic or other loads other than those expressly stated. SoiwCascade ffilll� Double 16" BCI® 4500s-1.8 PASSED e�wxwer+Eo wmn:x�cow:.�s 1st Floor\Floor Joists\FJ1(i1553) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ1(i1553) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: ►5 B1 19-05-12 Total Horizontal Product Length = 19-05-12 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 2-3/8" 854 / 0 213 / 0 B2, 2-3/8" 1122 / 0 280 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 41 10 n\a View Fill) 2 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-10-10 Top 39 10 n\a View Fill) 3 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 16-00-06 19-05-12 Top 41 10 n\a View Fill) 4 FJ2(i1526) Conc. Pt. (Ibs) L 15-10-10 15-10-10 Top 417 104 n\a Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 5551 ft-Ibs 67.9% 100% 1 10-07-14 End Reaction 1402 Ibs 59.4% 100% 1 19-05-12 End Shear 1382 Ibs 35.0% 100% 1 19-03-06 Hole#1 Shear 396lbs 36.1% 100% 3 08-00-00 Hole #2Shear 320lbs 29.1% 100% 4 12-00-00 Total Load Deflection L/694 (0.332") 34.6% n\a 1 10-00-00 Live Load Deflection L/868 (0266") 55.3% n\a 6 10-00-00 Max Defl. 0.332" 33.2% n\a 1 10-00-00 Span / Depth 14.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 3-1/2" 1067 Ibs 14.7% 45.2% Unspecified B2 Wall/Plate 2-3/8" x 3-1/2" 1402 Ibs 19.3% 59.4% Unspecified Cautions Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCI® 4500s-1.8 applications with side load or unevenly distributed top load require filler blocks and fasteners. See Boise Cascade Technical Note IJ-13 for further information. Page 1 of 9 tS-\ Bo!" caw.Kw� u _== Double 16" BCI® 4500s-1.8 PASSED 1st Floor\Floor Joists\FJ1(i1553) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ1(i1553) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75) Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALCO analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALCO, BC FRAMER@ , AJSTM^ ALLJOISTO , BC RIM BOARD TM^, BCI@ , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ , Page 2 of 9 x Boi so Cascade"= Double 16" BCI® 4500s-1.8 �ASSED 1st FloorTloor JoistslFJ2(i1526) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i1526) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 04-04-08 B1 B2 Total Horizontal Product Length = 04-04-08 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live_ B1, 2" 422 / 0 106 / 0 B2, 4" 871 / 0 218 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FJ5(i1545) Conc. Pt. (Ibs) L 01-09-10 01-09-10 Top 635 159 n\a 2 FJ5(i1533) Conc. Pt. (Ibs) L 03-09-10 03-09-10 Top 648 162 n\a Controls Summary Value % Allowable Duration Case Location Pos. Moment 885 ft-Ibs 10.8% 100% 1 01-09-10 End Reaction 1089 Ibs 36.9% 100% 1 04-04-08 End Shear 1089 Ibs 27.6% 100% 1 04-00-08 Total Load Deflection L/999 (0.006") n\a n\a 1 01-09-10 Live Load Deflection L/999 (0.005") n\a n\a 2 01-09-10 Max Defl. 0.006" n\a n\a 1 01-09-10 Span / Depth 3.0 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Hanger 2" x 3-1/2" 528 Ibs 31.7% 18.3% IUS3.56/16 B2 Wall/Plate 4" x 3-1/2" 1089 Ibs 8.9% 36.9% Unspecified Cautions Hanger IUS3.56/16 requires (14) 10d face nails, (2) 10dx1.5 joist nails. Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCI® 4500s-1.8 applications with side load or unevenly distributed top load require filler blocks and fasteners. See Boise Cascade Technical Note IJ-13 for further information. Web stiffeners (WSb) are required depending upon actual reaction, hanger type, or other web stiffener requirement at bearing(s) B1. Header for the hanger IUS3.56/16 is a Double 16" 1-joist. Page 3 of 9 eoisecascade Double 16" BCI® 4500s-1.8 PASSED c N:iNEfflFfl Wq(>PFepUL i 6 1st Floor\Floor Joists\FJ2(i1526) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ2(i1526) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75) Maximum live load deflection criteria. Hanger Manufacturer: Simpson Strong -Tie, Inc. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALCO analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALCO, BC FRAMER@ , AJSTM' ALLJOIST@ , BC RIM BOARD TM, BCIO , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAW, VERSA -RIM PLUS@ , Page 4 of 9 90isecasew Single 16" BCI® 6000s-1.8 PASSED _uaa+ecueo wa>n . anoucra 1st Floor\Floor Joists\FJ3(i1548) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ3(i1548) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 1 19-05-12 B2 Total Horizontal Product Length = 19-05-12 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 2-3/8" 779 / 0 195 / 0 B2, 2-3/8" 779 / 0 195 / 0 Load Summary Live Dead snow Wind Roof ocs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 4612 ft-Ibs 83.9% 100% 1 09-08-10 End Reaction 974 Ibs 72.7% 100% 1 00-00-00 End Shear 954 Ibs 43.9% 100% 1 00-02-06 Hole #1 Shear 303 Ibs 50.1% 100% 3 08-00-00 Hole #2 Shear 338 Ibs 56.0% 100% 4 12-00-00 Total Load Deflection L/587 (0.393") 40.9% n\a 1 09-08-10 Live Load Deflection L/734 (0.314") 65.4% n\a 6 09-08-10 Max Defl. 0.393" 39.3% n\a 1 09-08-10 Span / Depth 14.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75') Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALCO analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALCO, BC FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCI@ , BOISE GLULAMM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ , Page 5 of 9 ease cascade Single 16" BCI® 6000s-1.8 PASSED E.i..,_._r, i,C'!. FP 1st Floor\Floor Joists\FJ4(i1527) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i1527) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 11-04-02 B1 B2 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 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 14-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 1179 ft-Ibs 21.5% 100% 2 04-11-13 Neg. Moment -1066 ft-Ibs 19.4% 100% 1 11-04-02 End Reaction 499 Ibs 37.3% 100% 2 00-00-00 Int. Reaction 1189 Ibs 44.9% 100% 1 11-04-02 End Shear 479 Ibs 22.0% 100% 2 00-02-06 Cont. Shear 641 Ibs 29.5% 100% 1 11-02-06 Hole #1 Shear 326 Ibs 54.0% 100% 4 08-00-00 Hole #2 Shear 268 Ibs 44.3% 100% 1 14-00-00 Total Load Deflection L/999 (0.043") n\a n\a 2 05-06-08 Live Load Deflection L/999 (0.035") n\a n\a 9 05-06-08 Total Neg. Defl. L/999 (-0.003") n\a n\a 2 14-01-08 Max Defl. 0.043" n\a n\a 2 05-06-08 Span / Depth 8.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 2-5/16" 499 Ibs 10.4% 37.3% Unspecified B2 Wall/Plate 3-1/2" x 2-5/16" 1189 Ibs 16.8% 44.9% Unspecified B3 Wall/Plate 2-3/8" x 2-5/16" 358 Ibs 7.5% 26.8% Unspecified Page 6 of 9 Boise cascade Single 16" BCI® 6000s-1.8 PASSED 1 st FloorTloor JoistslFJ4(i1527) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i1527) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75') Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARD TM, BCI® , BOISE GLULAMTM, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 7 of 9 ` ise cascade' Bo Single 16" BCI® 6000s-1.8 PASSED 1st Floor\Floor Joists\FJ5(il539) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ5(i1539) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 1 ... .R -ten-tea �:«�........s�.....«... 1 �...,Y .,. :,�.,... 15-11-04 Total Horizontal Product Length = 15-11-04 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 2-3/8" 637 / 0 159 / 0 B2, 2-3/8" 637 / 0 159 / 0 B2 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-11-04 Top 80 20 n\a View Fill) Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 3068 ft-Ibs 55.8% 100% 1 07-11-04 End Reaction 797 Ibs 59.5% 100% 1 00-00-00 End Shear 777 Ibs 35.7% 100% 1 00-02-06 Hole #1 Shear 159 Ibs 26.2% 100% 2 08-00-00 Hole #2 Shear 440 Ibs 72.8% 100% 4 12-00-00 Total Load Deflection L/1021 (0.184") 23.5% n\a 1 07-11-04 Live Load Deflection L/1277 (0.147") 37.6% n\a 6 07-11-04 Max Defl. 0.184" 18.4% n\a 1 07-11-04 Span / Depth 11.7 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC 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 8 of 9 Boise Cascade Single 16" BCI® 6000s-1.8 PASSED 1st Floor\Floor Joists\FJ6(i1555) (Floor Joist) BC Design Engine Member Report Dry 1 1 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ6(i1555) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 03-08-14 Total Horizontal Product Length = 03-08-14 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 3-1/2" 52 / 0 13 / 0 B2, 2-3/8" 58 / 0 15 / 0 Load Summary Live Dead snow Wind Roof ocs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115%. 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-03-08 03-08-14 Top 32 8 n\a View Fill) Controls Summary Value %Allowable Duration Case Location Pos. Moment 57 ft-Ibs 1.0% 100% 1 01-11-00 End Reaction 73 Ibs 5.4% 100% 1 03-08-14 End Shear 65 Ibs 3.0% 100% 1 00-03-08 Total Load Deflection L/999 (0.001") n\a n\a 1 01-11-00 Live Load Deflection L/999 (0.001") n\a n\a 2 01-11-00 Max Defl. 0.001" n\a n\a 1 01-11-00 Span / Depth 2.5 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 3-1/2" x 2-5/16" 65 Ibs 0.9% 4.2% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 73 Ibs 1.5% 5.4% Unspecified Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Disclosure Design meets arbitrary (1") Maximum Total load deflection criteria. Use of the Boise Cascade Software is subject to the terms of the End User Design meets arbitrary (0.75") Maximum live load deflection criteria. License Agreement (EULA). Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Completeness and accuracy of input Design based on Dry Service Condition. must be reviewed and verified by a BC CALCO 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 CALCO, BC FRAMERO , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCI@ , BOISE GLULAMT"', BC FloorValue@ , VERSA-LAMO, VERSA -RIM PLUS@ , Page 9 of 9 DESCRIPTION: LOT(S)99-106 TYSON TOWNHOMES, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK 91, PAGE(S) 130-135, OF THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. LEGEND: --�= PROPOSED DRAINAGE FLOW + 00.00 = PROPOSED GRADE NOTES: LOT GRADING TYPE =N/A PROPOSED PAD ELEVATION = 94.41 " FRONT SET BACK = 20' SIDE SET BACK = 10' REAR SETBACK = 15' LOT = 14345 SO. FT. LIVING AREA = 4858 SO. FT. ENTRY = 249 SQ. FT. GARAGE = 1771 SO. FT. COVERED LANAI = XXX SO. FT. PATIO = 320 SQ. FT. POOL AREA = XXX SQ. FT. CONC. DRIVE = 1344 SQ. FT. A/C & CONC PAD = 72 SO. FT. SIDEWALK = 278 SQ. FT. SIDE YARD SWALE = XXX SO. FT. CONSERVATION AREA = XXX SO. FT. LOT OCCUPIED = 60 AREA TO IRRIGATE = 40 % PROPOSED: MINIMUM FLOOR ELEVATIONS: LIVING AREA: 95.08' GARAGE AREA: ELEVATIONS REFERENCED TO NORTH AMERICAN VERTICAL DATUM OF 1988 T R A C T "134" (HOA) OPEN SPACE & PARK AREA(P) SITE PLAN (NOT A SURVEY) This SITE PLAN Prepared for and Certified To: Starlight Homes 92.59 T R A C T "B-3" (HOA) OPEN SPACE & PARKAREA(P) - ___ _ _ _ _(___ - __ _ _ - _ _ _ _ _ ___ I D.A.E. 10.0 89'4308" E IN 0.00' P ,o.o' D.A.E. o_ 15.0 22.0' 43.0' d PROPOSED RESIDENCE ' p: PLAN 1386 _ J. 4.t...°m, '106 4.0': 3' :.,. 4.0' - ELEVN z i A/C El GARAGE RIGHT 39.0 jp w 15.0 --- p S 89°43'08" ItI I ----20.0'- 1 O - PROPOSEDPLANR38DENCE . N 8 10S 4.0 . ELEV 8 a GARAGE RIGHT - --A/C 39.0 w I - 4.0' $ P PROPOSED RESIDENCE - PUN 1386 104 4.0 O ^ • ig '. '• "'. .:., .. F •d ELEV LR GARAGE -LEFT P'? P'..�..:�•:^;i' ti e-. PROPOSED RESIDENCE 45-0 PLAN 1 ELEV K86 103 �' z GARAGE RIGHT N Z 4.0' A/C j Y.0 w 4.0, 7 PROPOSED RESIDENCE - PLAN 1387 102 p :D ELEVAR O :~ GARAGE -LEFT 4.0' �9.0 PROPOSED RESIDENCE P''+fI?':� c PLAN 1386 101 ELEV M 3 GARAGE -RIGHT ro ------- -- w� _ I PROPOSED RESIDENCE PLAN 1387 ELEV KR GARAGE -LEFT 2i co 1/ w It PROPOSED RESIDENCE 3 P PLAN 1386 99 4.0' .. p . - ELEV OR �0 p .Q GARAGE LEFT ^_ a 43.0' _ rl + 9421r, 93.Ci ST. JOVITA STREET E (P)_I 78.6 Y (P) TRACT "A" (HOA) RIGHT-OF-WAY- -�! PCP (P) m O I 3b to 1 `L3 I 35.48' (P) 34.54' (P) S 87°04'42_E IPI _ -S 87°0442" E IPI - S 87°04'42" E JP) 70.02(P) �® S 01 °36'05" W (P) 19.01' (P) 1 I I I I I -2.0' I Q NIP W oQ0 ol� a' u 4�, 9 01ru Q D of �m N I I SEC. 2, TWP. 26 S, RNG 21 E. PASCO COUNTY, FLORIDA (TYSON TOWNHOMES) Scale: 1 " = 30' CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE C37 16.00 25.13 22.63 N 45° 16'52" E 90°00'00" * = 10' UTILITY& SIDEWALK EASEMENT D.A.E. = DRAINAGE & ACCESS EASEMENT 0 =WATER METERS APPARENT FLOOD HAZARD ZONE: X' COMMUNITY NO. 120235 SURVEY ABBREVATIONS (MAP NUMBER 12 10 1 C-0456-F) EFFECTIVE DATE: 09/26/2014 A) = ARC LENGTH ID) = DEED INV = INVERT PC = POINT OF CURVE iR) = RECORD LEGEND AIC = AIR CONDITIONER D.E= DRAINAGE EASEMENT LB =LICENSED BUISNESS PCC = POINT OF COMPOUND CURVE RNG = RANGE - VINYL FENCE AF = ALUMINUM FENCE, �� CONC EL OR ELEV =ELEVATION LE =LANDSCAPE EASEMENT PCP =PERMANENT CONTROL POINT RRS =RAIL ROAD SPIKE � BFE = BASE FLOOD ELEVATION EOP = EDGE OF PAVEMENT LFE = LOWEST FLOOR ELEVATION P/E = POOL EQUIPMENT R/W = RIGHT OF WAY ' BM = BENCH MARK ESM'T = EASEMENT LS = LICENSED SURVEYOR PG = PAGE WOOD FENCE SEC =SECTION C = CURVE F/C = FENCE CORNER (M) = MEASURED PI = POINT OF INTERSECTION SN&D = SET NAIL AND DISK = ASPHALT (C) = CALCULATED FCM = FOUND CONCRETE MES = MITERED END SECTION PK =PARKER KALON LB#8183 E = CENTERUNE CHAIN LINK FENCE CLF =CHAIN LINK FENCE MONUMENT NCF = NO CORNER FOUND R =PROPERTY LINE SIR =SET I/2" IRON ROD LB# 8183 FIP = FOUND IRON PIPE O/A = OVERALL POB = POINT OF BEGINNING TBM = TEMPORARY BENCH MARK = BRICK x x CMP = CORRUGATED METAL PIP FIR = FOUND IRON ROD OHW = OVERHEAD WIRES POC = POINT OF COMMENCTMENT COL=COLUMN II TOB=TOP OF BANK CONC = CONCRETE FN&D = FOUND NAIL & DISK O.R. = OFFICIAL RECORDS POL = POINT ON LINE TWP = TOWNSHIP ALUMINUM FENCE C/S = CONCRETE SLAB FOP = FOUND OPEN PIPE (P) = PLAT PRC = POINT OF REVERSE CURVE U.E = UTILITY EASEMENT ®= COVERED CST = CLEAR SIGHT TRIANGLE FPP = FOUND PINCHED PIPE PB = PLAT BOOK FIRM = PERMANENT REFERENCE MONUMENTI VF = VINYL FENCE JOB # SURVEYOR'S NOTES: SURVEYOR'S CERTIFICATE 1708 Water Oak Drive SEE 1.) Current title information on the subject property had not been This certifies th&ko"""bithi, hereon described Tarpon Springs, Florida v�Ps N a9 Date of Plan:07-28-23 furnished to Initial Point Land Surveying, LLC. at the time of this property was. ur}�ly�r �sipervision and Phone: (727) 831 1990 � R "1 W V'.1`.E m CWC SITE PLAN W E Z 4Co�Pgactice for FloridaPLS7123@gmail.com meets the I a r � , ,V/P.1 S TWP 1 5. 2.) This sketch was prepared without the benefit of a title search. surveyss S� rt�(i9,61 j 21�1-13 d of Land LB# 8183 G R( l W RG IE ° WG:L99-106 TSYON TH-SITE No instruments of record reflecting ownership, easements or rve n t:er�,� Igned cG'DES File: rights -of -way were furnished to the undersigned, unless otherwise Adm.ITistr ve ode, Drawn by: DJB shown hereon. u n t e t n 47,.A3y,, J tftiartIe 3.) Roads, walks, and other similar items shown hereon were taken StatS� Checked by:JH from engineering plans and are subject to survey. I A Date:; .08.2 REVISIONS 4.) This SITE PLAN does not reflect nor determine ownership. IB I E QI , 5.) This SITE PLAN is subject to matters shown on the Plat of �� ��, E ORID 2:3 - 04' 00, "TYSON TOWNHOMES" 6.) Dimensions shown hereon are in feet and decimal portions Jeff M. 2(ijlc�I thereof. FLORIDA Pfiq%W1N:N� 0j #?OR AND Q 7.) Contractor and owner are to verify all setbacks, building MAPPER NO. L # lft, 83 dimensions, and layout shown hereon prior to any construction, NOT VALID WITHOUT THE ORIGINAL and immediately advise Initial Point Land Surveying, LLC. of any SIGNATURE AND SEAL OF A FLORIDA deviation from information shown hereon. Failure to do so will be LICENSED SURVEYOR AND MAPPER Initial Point Land Surveying, LLC. at user's sole risk. DESCRIPTION: LOT(S)99-106 TYSON TOWNHOMES, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK 91, PAGE(S)130-135, OF THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. LEGEND: PROPOSED DRAINAGE FLOW + 00.00 = PROPOSED GRADE NOTES: LOT GRADING TYPE =N/A PROPOSED PAD ELEVATION = 94.41" FRONT SET BACK = 20' SIDE SET BACK = 10' REAR SETBACK = 15' LOT = 14345 SO. FT. LIVING AREA = 4858 SO. FT. ENTRY = 249 SO. FT. GARAGE = 1771 SO. FT. COVERED LANAI = XXX SQ. FT. PATIO = 320 SO. FT. POOL AREA = XXX SO. FT. CONC. DRIVE = 1344 SQ. FT. A/C & CONC PAD = 72 SQ. FT. SIDEWALK = 278 SQ. FT. SIDE YARD SWALE = XXX SO. FT. CONSERVATION AREA = XXX SO. FT. LOT OCCUPIED = 60 AREA TO IRRIGATE = 40 % PROPOSED: MINIMUM FLOOR ELEVATIONS: LIVING AREA: 95.08' GARAGE AREA: ELEVATIONS REFERENCED TO NORTH AMERICAN VERTICAL DATUM OF 1988 SITE PLAN (NOT A SURVEY) This SITE PLAN Prepared for and Certified To: Starlight Homes } I D.A.E. 10,0 .. 92.59 9°43'0 o IC D.A.E. 1s.o' i 92.0 0 o� ,'d a PROPOSED RESIDENCE • c; PLAN 1386 106 4.( 4.0' — EEVN A/C � GARAGE (p 39.0.0' .. PROPOSED RESIDEN CE PLAN 1387 105 4.( ELEV 8 A/C Q GARAGE RIGHT (p A/C 39.0' z Z w 4.0' = ,D P PROPOSEEDR SI ENCE I 104 4.0 ' F- ELEV LR GARAGELEFT_ n? PROPOSED RESIDENCE 45'-0= 'Q - °- = PLAN 1386 � EEVK 103 > 4 8 4,0• 0 GARAGERIGHT �_ w T R A C T" B-4" o 9 A/C (HOA) OPEN SPACE & m _4?i _ A/C 0 39.0' > � � S PARK AREA(P) � w ivy - 4.0 - PROPOSED RESIDENCE P PLAN 1387 102 4.0' ELEVAR rvt O O Q GARAGE -LEFT ^ T R A C T "B-3" (HOA) OPEN SPACE & PARK AREA(P) . 14 ,%' . . f. o� P PROPOSED RESIDENCE PLAN 1386 101 4.0' 4.0' A/C _ EIEV M GARAGE -RIGHT m mi _�A/C _ z�n 4.0' - .O P PROPOSED RESIDENCE PLAN 1387 100 4.0' O Q GARAGEK EFT O g O w � C PROPOSED RESIDENCE P PLAN 1386 99 40 ELEV OR GARAGE -LEFT _ 43.07. 2.0' 2' GUTTER ST. JOVITA STREET E (P)_178.61- IPI TRACT "A" (HOA) RIGHT-OF-WAY 4(p) z2.o '• •� •' � •' i d W rn Z .O f NIPw ' 3 0 IT+ m 9 OINw 08- °g� L10. am ° y I 4_ _I b.A I 3 I 35.48' (p) 34.54' (P) _ S 8T04'42_E _ S 87.04'42' E IPI S 8T04 '42' E (_P) 70.02' (P) —� mo r (P) SEC. 2, TWP. 26 S, RNG 21 E. PASCO COUNTY, FLORIDA (TYSON TOWNHOMES) Scale: 1 " = 30' CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE C37 1 16.00 25,13 22.63 N 45°16'52" E 90°00'00" * = 10' UTILITY& SIDEWALK EASEMENT D.A.E. = DRAINAGE & ACCESS EASEMENT E3 Eo =WATER METERS APPARENT FLOOD HAZARD ZONE: X' COMMUNITY NO. 120235 (MAP NUMBER 12 10 1C-0456-F) EFFECTIVE DATE: 09/26/2014 SURVEY ABBREVATIONS A) =ARC LENGTH (D) = DEED INV = INVERT PC = POINT OF CURVE (R) = RECORD LEGEND VINYL FENCE A/C = AIR CONDITIONER D.E= DRAINAGE EASEMENT LB =LICENSED BUISNESS PCC = POINT OF COMPOUND CURVE RNG =RANGE +•!-`�" = CON[ AF = ALUMINUM FENCE EL OR ELEV = ELEVATION L.E = LANDSCAPE EASEMENT PCP = PERMANENT CONTROL POINT = RRS RAIL ROAD SPIKE ';" 'r,+'.t'.+"� . . BFE = BASE FLOOD ELEVATION EOP = EDGE OF PAVEMENT LFE = LOWEST FLOOR ELEVATION P/E = POOL EOUIPMENT R/W = RIGHT OF WAY WOOD FENCE BM = BENCH MARK C = CURVE ESM'T =EASEMENT LS =LICENSED SURVEYOR PG =PAGE SEC =SECTION - ASPHALT _ \ F/C =FENCE CORNER (M) =MEASURED PI =POINT OF INTERSECTION SN&D =SET NAIL AND DISK (C I =CALCULATED c = CENTERUNE FCM = FOUND CONCRETE MES = MITERED END SECTION PK =PARKER KALON LB#8183 CHAIN LINK FENCE CLF = CHAIN LINK FENCE MONUMENT NCF = NO CORNER FOUND R =PROPERTY LINE SIR =SET 1/Z" IRON ROD LB# 8183 CMP CORRUGATED METAL PIP FIP = FOUND IRON PIPE O/A = OVERALL POB = POINT OF BEGINNING TBM = TEMPORARY BENCH MARK BRICK If K COL = COLUMN FIR = FOUND IRON ROD OHW = OVERHEAD WIRE(S) POC = POINT OF COMMENCTMENT TOB = TOP OF BANK CON[ =CONCRETE FN&D = FOUND NAIL & DISK O.R. = OFFICIAL RECORDS POL = POINT ON LINE TWP = TOWNSHIP ALUMINUM FENCE C/S = CONCRETE SLAB FOP = FOUND OPEN PIPE (P) = PLAT PRC = POINT OF REVERSE CURVE U.E = UTILITY EASEMENT COVERED \\ CST =CLEAR SIGHT TRIANGLE FPP = FOUND PINCHED PIPE PB = PLAT BOOK PRM = PERMANENT REFERENCE MONUMENT VF = VINYL FENCE JOB # SURVEYOR'S NOTES: 1.) Current title information on the subject property had not been SURVEYOR'S CERTIFICATE This certifies th&kg0M"1J 4 hereon described 1708 Water Oak Drive EE Tarpon Springs, Florida BPS N a s m Date of PIan:07 28 23 CWC 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. 1 property v �o A4Ar ftervision and �°�P� meets th6AIa r4A actice for surveys_Srs s8C ,r�0(" .Zi Bcfijrd of Land rve n to Igned 7:li Allis ve o u n t e tl n 47,-.3/ Ejtartle F TWP I N WP 1 N Phone: (727)-831-1990 RG I W RG I E FloridaPLS7123@gmail.com ,�„P, S E z , „x,P, S LB# 8183 Za RG I W RG I E a G DE S WG:L99-106 TSYON TH-SITE File: Drawn by: DJB 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. StatLms- I Date: 3.08.2 I t QQF , , ��� ORIDA2:3 i `�4 �� y �' Checked by:JH REVISIONS 5.) This SITE PLAN is subject to matters shown on the Plat of ��i ,� 'TYSON TOWNHOMES" 6.) Dimensions shown hereon are in feet and decimal portions Q Jeff M. t11jI_cqq�c �C O e FLORIDA PrNMW1N7=3tJ[�>001? AND thereof. MAPPER NO. L ti5�11�3�thBlq►�a*"]]83 7.) Contractor and owner are to verify all setbacks, building NOT VALID WITHOUT THE ORIGINAL dimensions, and layout shown hereon prior to any construction, and immediately advise Initial Point Land Surveying, LLC. of any SIGNATURE AND SEAL OF A FLORIDA deviation from information shown hereon. Failure to do so will be LICENSED SURVEYOR AND MAPPER Initial Point Land Surveying, LLC. at user's sole risk. Products BEARING HEIGHT SCHEDULE PIotID Length Product Plies Net Otg Fab Type FJ 1 20-00-00 16" BCI 4500s-1.8 2 16 MFD FJ2 5-00-00 16" BCI 4500s-1.8 2 16 MFD FJ3 20-00-00 16" BCI 6000s-1.8 1 88 MFD FJ4 20-00-00 16" BCI 6O00s-1.8 1 16 MFD FJ5 16-00-00 16" BCI 60005-1.8 1 56 MFD FJ6 4-00-00 16" BCI 6000s-1.8 1 8 MFD Rm 1 12-00-00 1-1/8" x 16" BC RIM BOARD OSB 1 81 FF Bkl 2-00-00 16" BCI 6000s-1.8 1 80 FF 159-OB-00 09 19-08-00 W 19-09-00 19-06-00 W Ili-OB-00 �. 19-08-00 19-06-00 cy. 19-08-00 R 19-08-00 o- - o_, I_I 11- -- II� � � • I!RlNF��1'1�1' 19-08-00 19-08-00 Rm'19-08-00 19-08-00 19-08-00 19-08-00 Rm'19-BB-00 19-08-00 159-BB-00 Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTES: 1.) REFER TO HIB 91 (RECOMMENDATIONS FOR HANDLING INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2.) ALL TRUSSES (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO DETAIL VI FOR ALTERNATE BRACING REQUIREMENTS. 3,) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED BY BUILDER. 4.) ALL TRUSSES ARE DE516NED FOR 2' o.c. MAXIMUM SPACING, UNLE55 OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO BE LOAD DEARING. UNLE55 OTHERWISE NOTED. 6.) 5Y42 TRUSSES MUST BE INSTALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGERS TO BE SIMPSON HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGERS TO BE 51MP50N THA422 UNLE55 OTHERWISE NOTED. 8.) DEAM/HEADER/LINTEL (HP?) TO BE FURNISHED BY BUILDER. .)HOP DRAWING APPROVAL THIS LAYOUT 15 THE 50LE SOURCE FOR FADRICATION OF TRU55E5 AM) VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRU55E5 WILL DE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. K"b""d DelirorY Dub Builders a Fi rstSou rce Orlando PHONE 407-851-2100 FAX: 407-851-7111 Plant City PHONE: 813-759-5951 FAX: 813-752-1532 Starlight Homes DEL Tyson TH 8Unit A 16A1 ADDRE% Lot 99-106 Bldg 14 SE: DRAWN DY: 10-26-23 Rick Products PlotID Length Product Plies Net Oty Fab Type FJ1 20-00-00 16" BCI 4500s-1.8 2 16 MFD FJ2 5-00-00 16" BCI 4500s-1.8 2 16 MFD FJ3 20-00-00 16" BCI 6000s-1.8 1 88 MFD FJ4 20-00-00 16" BCI 6000s-1.8 1 16 MFD FJ5 16-00-00 16" BCI 6000s-1.8 1 56 MFD FJ6 4-00-00 16" BCI 5000s-1.8 1 8 MFD Rm 1 12-00-00 1-1/8" x 16" BC RIM BOARD OSB 1 81 FF Bk1 2-00-00 16" BCI 6000s-1.8 1 80 FF 159-08-00 19-05-00 p 19-06-00 �, i 19-08-00 19-08-00 i 19-00-00 19-08-00 19-OB-00 , 19-08-00 Rml Rml Rml 1 !ICI■�I •• I�I� I_ f_I ------ -- --- I�Ir�l��l�lr�l i �119-08-00 19-00-00—,19-00-00 19-00-00—,19-08-00 19-08-00—"19-00-00 19-00-00 159-05-00 :��l BEARING HEIGHT 56HEPULE 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 DE516NED FOR 2' o.c. MAXINIAA SPACING, UNLESS OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO BE LOAD BEARING, UNLESS OTHERWISE NOTED. 6.) 5Y42 TRUSSES ML15T DE INSTALLED WITH THE TOP DEING UP. 7.) ALL ROOF TRUSS HANGERS TO DE 51MF50N FITU26 UWE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGERS TO DE 51MF50N THA422 UNLESS OTHERWISE NOTED. 8.) BEAM/HEADER/LINTEL (FOR) TO BE FURN15HED BY BUILDER. 5HOP DRAWING APPROVAL THIS LAYOUT 15 THE %%E 5OURCE FOR FADRIGATION OF TRU55E5 AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TW% LAYOUTS. REVIEW AND APPROVAL OF THI5 LAYOUT MKT DE RECEIVED DEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL GONIITION5 TO IN5URE AGAINST CHANGE5 THAT WILL RESULT IN EXTRA CHARGES TO YOU. twImtad hoary Pao ARRromd 4 Datc j�jBullders FirstSource Orlando PHONE: 407-651-2100 FAX: 407-651-7111 Plant Gity PHONE: 613-7511-5951 FAX: &13-752-1532 Starlight Homes )EL: Tyson TH 8Unit A CAL ADDIE55: Lot 99-106 Bldg 14 1E: RRAIII OT: 10-26-23 Rick