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HomeMy WebLinkAbout6243-6257 Daerr Ridge St (2)mm W1 TO MiTek' RE: TTH23-26 - Site Information: Customer Info: Starlight Homes Lot/Block: 23-26 Address: ., City: Xephyrhills Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: TTH23-36 Model: 4 plex Subdivision: Tyson State: Florida MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.5 Wind Code: ASCE 7-16 Wind Speed: 150 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 25 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that 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 1 T30256121 C 1 A 4/7/23 2 T30256122 C3A 4/7/23 3 T30256123 CJ 1 4/7/23 4 T30256124 CJ3 4/7/23 5 T30256125 EJ5 4/7/23 6 T30256126 HJ5 4/7/23 7 T30256127 T01 4/7/23 8 T30256128 T02 4/7/23 9 T30256129 T03 4/7/23 10 T30256130 T04 4/7/23 11 T30256131 T04A 4/7/23 12 T30256132 T05 4/7/23 13 T30256133 T05A 4/7/23 14 T30256134 T06 4/7/23 No. Seal# Truss Name Date 15 T30256135 T06A 4/7/23 16 T30256136 T07 4/7/23 17 T30256137 T07A 4/7/23 18 T30256138 T09 4/7/23 19 T30256139 T10 4/7/23 20 T30256140 T10A 4/7/23 21 T30256141 V03 4/7/23 22 T30256142 VO4 4/7/23 23 T30256143 V05 4/7/23 24 T30256144 V06 4/7/23 25 T30256145 V11 417/23 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2025. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. PQU I N V�c� ��i,J. No 68182 :I'= —P STATE OF .' �� O'.%. lv: `%�• Joaquin Velez. PE \u.68182 D1iTek Inc. DBA MiTek i"SA FL Cent 6634 16023 Sa iagler Ridge Rd. Chestefield, \IO 63017 Date: April 7,2023 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply T30256121 TTH23-26 CIA Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 1-0-0 2x4 = 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:16 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-KTMSFiaJ EkL4P9SnRRaADXxxBHk_folOxNp9SdzTUk9 Scale =19.0 1-7-10 1-7-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 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 FBC2020rrPI2014 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; Vint=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (it=lb) 2=122. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jbegekr VA- PE Vo.68182 1UTek 1uc. DBA .%HTek 1".5.4 FL Cent 6634 16023 Swiaglec Ridge Rd. Chest —field. 110 6301- Dare: April 7,2023 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256122 TTH23-26 C3A Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:17 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-pfwgT2ax?2Tx1 I1 z?85Pm IU4oh3vOF?AA1 Yj_3zTUk8 -1-0-0 3-3-10 1-0-0 3-3-10 a 4 M N 2x4 = Scale = 1:13.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CS1. TC 0.26 BC 0.11 WB 0.00 Matrix-P DEFL. in (loc) I/deft Lid Vert(ILL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=126(LC 12) Max Uplift 3=-80(LC 12), 2=138(LC 12) Max Grav 3=81(LC 17), 2=188(LC 1), 4=62(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vu1t=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-2-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=138. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. J.egela Va.. PE No.68I82 \RTek1uc.1)B\y1ilek C"SA FLCeM6634 16023 SRiuyfec Ridge Rd. Ckevter-field. i10 63017 Dale: April 7,2023 A WARNING - Venly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIJ Quality Criteria, DSB•89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256123 TTH23-26 CJ1 Jack -Open 4 1 Job Reference (optional) tlutaefs 1-IfstJOufce ( I ampa, I-L), I ampa, F L - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:18 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-HsUDgObZm LbofSc9ZscelyOHh5Qa7iFJPhlGW VzTUk7 -1-0-0 1-4-14 1-0-0 ' 1-4-14 2x4 = Scale = 1:7.4 1-4-14 14-14 LOADING ll SPACING- 2-0-0 CSI. DEFL. in (loc) War 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 0.02 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Cade FBC2020rrPI2014 Matrix-P Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Harz 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; Vu@=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=129. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 %LIYek Iae. DBA yDTek USA FL Cen 6634 16023 SMagley Ridge Rd. Ckev(e fleW. \10 63017 Darr: April 7,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11nPlf Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256124 TTH23-26 CJ3 Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, -1-0-0 2x4 = 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:19 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-122btkcCXfjeGcAM7Z7trAZOtVkjs9UTdL1 g2xzTUk6 3-9-11 Scale = 1:12.4 3-9-11 3-9-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Harz 2=119(LC 12) Max Uplift 3=-87(LC 12), 2=1531 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; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 nonooncurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3 except Qt=lb) 2=153. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jongakr Velez PE N0.68182 3tiiek tea DBA SBIIek USA FL C"i 6634 16023 Swiugtey Ridge Rd. Che,(e I` td. \IO 63017 Dale: April 7,2023 O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256125 TTH23-26 E.15 Jack -Open 34 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, -1-0-0 3x4 = 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:20 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-DEbz54dq IzrVumlYgHe6ON6T5v2vbckcs?nNbOzTUk5 5-0-0 5-0-0 Scale = 1:17.4 Plate Offsets (X,Y)-- [2:0-4-0,0-0-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=137, 2=155. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any This item has been particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joageie Velez PE N..68182 ABIek We. UBA bBlek USA F"L Cert 6634 16023 Swingley Rtdge Rd. Ckeetarfletd. \10 63017 Date: April 7,2023 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256126 TTH23-26 HJ5 Diagonal Hip Girder 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, -1-6-12 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 TCDL 7.0 Lumber DOL 1.25 BC 0.76 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-4-9, 4=Mechanical Max Horz 2=172(LC 8) Max Uplift 3=-180(LC 8), 2=283(LC 8) Max Grav 3=183(LC 1), 2=388(LC 1), 4=148(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:21 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-hQ9LIQeS3GzM WwKkE_9LwbebYlHjK3_m5fWw7gzTUk4 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.15 2-4 >603 240 MT20 244/190 Vert(CT) -0.33 2-4 >276 180 Horz(CT) -0.00 3 n/a n/a Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-16; 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); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 3=180, 2=283. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 23 lb up at 1-6-10, 85 lb down and 34 lb up at 2-6-11, and 47 lb down and 106 lb up at 4-8-1, and 108 lb down and 95 lb up at 5-1-14 on top chord, and 5 lb down at 1-6-10, 8 lb down at 2-6-11, and 27 lb down at 4-8-1, and 23 lb down at 5-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 2-4=20 Concentrated Loads (lb) Vert: 7=-3(F) 8=-2(B) 11=-5(F) 12=5(B) = 1:17.3 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. Juagnfn Velez PE \a.68182 MiTek Luc. DBA 4DTek b:SA FL Cert 66.i4 16023 Sviugley Ridge Rd. Ckeeterfteld, NIO 63011 Date: April 7,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Qualify Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256127 TTH23-26 T01 Hip Girder 2 n L Job Reference (optional) builders FlrstSourCe (I ampa, FL), I ampa, FL - 33b64, 6.630 s Nov 19 2U22 MI I eK Industries, Inc. I Mu Apr 6 U6:43:26 2D23 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-_n4_mpjrPQsNs?N48yn_i3Rt27mhT3VniEjoswzTUjz -1-0-p 6-2-6 11-4-12 16-5-6 21-6-0 26-6-10 31-7-4 36-9-10 43-0-0 4,4-0-p 0- 6-2 6 5-2 6 5-0-10 5-0-10 5-0-10 5-0-10 + 5-2-6 6-2 6 0- 5.00 F12 6x8 = 2x4 II 3 21 22 4 23 48 = 7x8 = 4x8 = 2x4 11 6x8 = 24 5 2526 27 6 28 2930 7 31 32 8 33 34 9 Scale = 1:74.0 5x8 = 20 35 36 19 37 38 18 17 39 40 16 41 42 15 1443 44 13 45 46 12 5x8 = 2x4 11 5x8 = 7x8 WB = 48 = 2x4 11 5x8 = 2x4 11 2x4 I I 7x8 WB = 6-2-6 11-4-12 16-5-6 21-" 26-6-10 31-74 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/TPI2014 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/deft L/d 16 >625 240 16 >534 180 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 531 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. 3-6,6-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=94(LC 24) Max Uplift 2=-1645(LC 8), 10=1722(1-C 8) Max Grav 2=2532(LC 1), 10=2602(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5972/3778, 3-4=-8812/5811, 4-5=8810/5809, 5-6=1150917662, 6-7=11509/7662, 7-8=-8924/5934, 8-9=-8926/5936, 9-1 0=-6152/3976 BOT CHORD 2-20=-3371/5458, 19-20=-3370/5475, 17-19=-7060/10895, 16-17=7060/10895, 15-16=-7123/10952, 13-15=7123/10952, 12-13=3553/5641, 10-12=3554/5625 WEBS 3-20=0/450, 3-19=2515/3773, 4-19=-495/505, 5-19=-2340/1584, 5-17=0/383, 5-16=-539/717, 6-16=-447/498, 7-16=-454/643, 7-15=0/383, 7-13=-2267/1515, 8-13=-495/505, 9-13=-2451/3705, 9-12=0/449 NOTES- (11) 1) 2-ply truss to be connected together with 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-M 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; VuIt=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 11; 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 nature must be verified signature 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. Juagnlu V.1ez PE Xu.611192 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 MiTek Luc. DBA 3BTek C5A FL Cen 6634 will fit between the bottom chord and any other members. 16021 Soiugley Ridge Rd. cLerlrrficla. ilo 630v 9 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at joints except Ib (Y ) 9 P P 9 P 1 OIlt= ) Darr: 2=1645,10=1722. April 7,2023 WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-8e and SCSI Building Component 16023 Swingley Ridge Rd Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256127 TTH23-26 T01 Hip Girder 2 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:28 2023 Page 2 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-_n4_m pj rP QsN s? N 48yn_i3Rt27m hT3Vn i EjoswzTUjz 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(13) 5=-68(B) 17=-28(B) 16=-28(B) 6=-68(B) 15=-28(B) 7=-68(B) 12=-88(B) 21=-68(B) 22=68(B) 23=-68(B) 24=-68(B) 25=-68(B) 27=68(B) 28=-68(B) 30=-68(B) 31=68(B) 32=-68(B) 33=-68(B) 34=-68(B) 35=28(B) 36=-28(B) 37=-28(B) 38=-28(B) 39=-28(B) 40=-28(B) 41=-28(B) 42=-28(B) 43=-28(B) 44=-28(B) 45=-28(B) 46=-28(B) O WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safetylntormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256128 TTH23-26 T02 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s,Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:30 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-w9CIBV15xl6551WiGNgSoUWAXxKvx1 s49YCvwpzTUjx -1-0-Q 5-1-7 8-7-3 15-1-10 21-6-0 27-10-6 34-0-13 37-10-9 43-0-0 -0- 5-1-7 3-5-12 6-6-7 6�Fi 6-4-6 617 3-5-12 5-1-7 -0- 3x4 = 5x6 = 4x6 = 5.00 12 3x4 = 3x4 = 5x6 = 4 21 522 23 6 7 24 825 26 9 0 Scale =1:74.0 5x8 = 18 17 16 15 14 13 5x8 = 4x8 = 6x8 = 4x4 = 4x4 = 6x8 = 4x8 = 8-7-3 17-7-10 25-" 34-4-13 i 43-0-0 8-7-3 9-0-7 7-8-12 9-0-7 8-7-3 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 CSI. DEFL. in (loc) I/deft L/d TIC 0.77 Vert(LL) 0.6315-16 >811 240 BC 0.82 Vert(CT) -0.8715-16 >591 180 WB 0.47 Horz(CT) 0.18 11 n/a n/a Matrix-SH PLATES GRIP MT20 244/190 Weight: 239 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. WEBS 1 Row at midpt 5-18, 8-13 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=127(LC 11) Max Uplift 2=-943(LC 12), 11-943(1-C 12) Max Grav 2=1642(LC 1),11=1642(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3606/2164, 3-4=-3350/1984, 4-5=3101/1890, 5-6=-4582/2725, 6-8=4582/2725, 8-9=-3101/1890, 9-10=-3350/1984, 10-11=-3606/2164 BOTCHORD 2-18=-1889/3276, 16-18=-2429/4354, 15-16=-2620/4761, 13-15=-2412/4354, 11-13=-1906/3276 WEBS 3-18=-266/323, 4-18=-519/1010, 5-18=1504/893, 5-116=140/447, 6-16=-291/242, 6-15=-291/242, 8-15=-140/447, 8-13=1504/893, 9-13=5'19/1010, 10-13=266/323 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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(21R) 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 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=943, 11=943. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 2 Iq 0 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. doagaia VO- PE NoA9182 ]ffTeklac. DBA.LDIek GSA FLCeri6634 16023 S.Ingley Ridge Rd. C6esterr.w. \10 631117 Date: April 7,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Ml lek. is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUMI Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256129 TTH23-26 T03 Hip 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:32 2023 Page 1 1 D:tPuYC eVfQTfYt3OC?ZvfnpzlG U H-sYKVcB m LTfMoKcgsNoswtvbU M k_UPt2NdshO?hzTUjv -�1-0-Q 6-6-5 11-0-0 18-0-9 24-11-7 3211 36-5-11 43-0-0 6-6-5 4-5-11 7-0-9 6-10-13 7-0-9 4-5-11 6-6-5 -0- 5x8 = 2x4 II 5.00 12 421 22 5 23 5xB = 24 6 25 5x6 = 726 Scale = 1:74.1 3x6 � 18 17 16 15 14 13 12 11 3x6 2x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 "Except" 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 9=0-3-8 Max Horz 2=-159(LC 10) Max Uplift 2=-943(LC 12), 9=-943(LC 12) Max Grav 2=1642(LC 1), 9=1642(LC 1) 4x6 = 3x10 = 2x4 11 5x6 = 3x8 = 2x4 II CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.87 Vert(LL) 0.5214-15 >988 240 MT20 244/190 BC 0.94 Vert(CT) -0.73 14-15 >699 180 WB 0.75 Horz(CT) 0.23 9 n/a n/a Matrix-SH Weight: 218 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-15, 6-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3513/2077, 3-4=-3065/1877, 4-5=3608/2259, 5-6=3608/2259, 6-7=2810/1792, 7-8=-3066/1877, 8-9=-3512/2077 BOT CHORD 2-18=-1794/3166, 17-18=-1794/3166, 15-17=-1479/2792, 14-15=1949/3605, 12-14=-1949/3603, 11-12=180613165, 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 11-0-0, Exterior(2R) 1140-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(2R) 32-0-0 to 38-1-0, Interior(1) 38-1-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=943, 9=943. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. J-garn V ie2 PE IN."132 MITels Luc. DBA ViTerc C"4A FL Cert6634 16023 Sviagkc Ridge Rd. Che (te a d. )10 0017 D,re April 7,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIJ quality, Criteria, DSO-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256130 TTH23-26 T04 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:34 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-pxSG1 soc?GcWawgEVDuOyKhrkYi9tmOg4AA63azTUjt -WO 7-0-5 13-4-13 18-9-10 24-2-6 29-7-3 3%11-11 43-0-0 44-0-p '1-0-� 6-4-8 5-4-13 5-0-13 5-4-13 + 6-4-8 7-0-5 -0- 0 0 5x6 = 5.00 3x4 = 5 20 3x4 = 3x6 = 5x6 = 6 7 8 Scale = 1:74.3 3x8 = 18 17 10 « cs 10 24 Zo 14 13 12 3x8 = 2x4 II 3x8 = 4x6 3x4 = 4x6 = 3x8 = 2x4 11 29-7-3 35-11-11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrPI2014 CSI. TC 0.82 BC 0.80 WB 0.76 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d -0.41 15-17 >999 240 -0.71 15-17 >724 180 0.21 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-191(LC 10) Max Uplift 2=-943(LC 12), 10=943(LC 12) Max Grav 2=1861(LC 17), 10=1861(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3963/2094, 3-4=-3216/1782, 4-5=2947/1724, 5-7=-3388/1933, 7-8=2947/1720, 8-9=-3216/1778,9-10=-3964/2090 BOTCHORD 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; VuN=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(21R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(21R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signed and sealed and the 2=943, 10=943. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. Jeaquie VA- PE ?io.69192 SRTek luc. DBA Niffek CSA FL Cerc 66-14 16023 Sv ingley- Ridge Rd. Ckesterfeld, 310 63017 Date: April 7,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-89 and BCS/ Building Component 16023 SWingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256131 TTH23-26 T04A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:37 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-DV70fugU IB_SRNZpALS6azJLVljm47?6m80ngvzTUjq 13-4-13 18-9-10 24-2-6 29-L 35-11-11 43-0-0 6-4-8 5-4-13 5-4-13 5-4-13 6-4-8 7-0-5 5x6 = &00 r12 3x4 = 19 5 20 3x4 = 3x6 — 5x6 = 6 7 8 Scale = 1:74.3 Iq 0 3x8 = 17 16 1b ZZ Zs 14 Z4 20 13 12 11 3x8 = 2x4 11 3x8 = 4x6 = 3x4 = 46 = 3x8 = 2x4 29-7-3 35-11-11 43-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.85 BC 0.80 WB 0.77 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) -0.41 12-14 >999 240 Vert(CT) -0.71 12-14 >723 180 Horz(CT) 0.21 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-3-8, 2=0-3-8 Max Horz 2=190(LC 11) Max Uplift 10=857(LC 12), 2=944(1-C 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, 9-1 0=-3964/21 00 BOT CHORD 2-17=-1855/3714, 16-17=-1855/3714, 14-16=-1622/3358, 12-14=1637/3305, 11-12=-1846/3592, 10-11=-1846/3592 WEBS 3-17=0/276, 3-16=784/507, 4-16=-405/964, 5-16=-655/358, 5-14=0/255, 7-14=0/253, 7-12=-654/357, 8-12=-416/965, 9-12=793/515, 9-11=0/277 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift at joint(s) except (jt=1b) signed and sealed and the 10=857, 2=944. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. Jbaq,& Velez PE No.68182 MiTek ruc. DBA 41(Tek USA FL Cen 6634 16023 Svingiec Ridge Rd. Ch.11-fii0d, 310 63017 Date: April 7,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256132 TTH23-26 T05 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:39 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-9uF94askgoEpghiClmUaf00f4ZO_Y7tPESttlnzTUjo -r1-0-Q 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0 4p-0-p 8-4-4 7-5-5 5-8-6 5-8-6 7-5-5 B-44 -0- 0 0 5.00 12 5x8 = 2x4 11 5x8 = 5 18 6 1920 21 7 Scale = 1:75.7 3x8 = 16 15 " 14 `4 13 12 3x8 = 8-4-4 2x4 II 5x6 = 3x8 = 5x6 = 2x4 II 21-" 27-2-6 34-7-12 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 FBC2020rrP12014 CSI. TIC 0.97 BC 0.88 WB 0.36 Matrix-SH DEFL. in (loc) I/defl 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=-1217/2786, 13-14=-1230/2675, 12-13=-1766/3503, 10-12=1766/3503 WEBS 3-16=0/345, 3-15=980/593, 5-15=210/669, 5-14=-198/447, 6-14=-337/305, 7-14=-1981447, 7-13=-210/670, 9-13=981/593, 9-12=0/345 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuK=150mph (&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 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 100 lb uplift at joint(s) except (jt=lb) 2=943, 10=943. On any electronic Copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any 3n.qu® veil- PE 5..69192 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." \DTek tar. DBA NUTek USA FL Cen 604 160V Swiugley Ridge Rd. Ckesrerneid.\i0 63017 Date: April 7,2023 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSO-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256133 TTH23-26 T05A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:42 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-aTxH ibud6jdOX8Rnzv2 H H 009tm O R I U arwQ6YL6zTUj I 15-9-10 27-2-6 34-7-12 43-0-0 8-4-4 7-5-5 5-8 6 5-Sb 7-5-5 yI 0 2x4 II 5x6 = 3x8 = 5x6 = 8-4-4 15-9-10 21-" 27-2-6 Scale = 1:75.6 5.00 F12 5x8 = 2x4 II 5x8 = 5 17 6 1819 20 7 3x8 = 15 14 ZZ 13 Z3 12 11 3x8 = 2x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 1.00 BC 0.90 WB 0.36 Matrix-SH DEFL. in (loc) Udefl Ud Vert(LL) 0.36 13 >999 240 Vert(CT) -0.56 12-13 >918 180 Horz(CT) 0.20 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except" TOP CHORD Structural wood sheathing directly applied. 1-4,8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. BOT CHORD 2x4 SP No.1 'Except* WEBS 1 Row at midpt 3-14, 9-12 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=221(LC 11) Max Uplift 2=-944(LC 12), 10=-857(LC 12) Max Grav 2=1861(LC 17), 10=1807(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3889/2054, 3-5=-2974/1694, 5-6=2884/1753, 6-7=-2884/1753, 7-9=2975/1694, 9-10=-3884/2055 BOT CHORD 2-15=-1797/3663, 14-15=-1797/3663, 13-14=-1261/2779, 12-13=1249/2675, 11-12=-1791/3514, 10-11=-1791/3514 WEBS 3-15=0/345, 3-14=-980/593, 5-14=209/669, 5-13=-199/448, 6-13=-337/306, 7-13=-196/447, 7-12=-212/672, 9-12=989/600, 9-11=0/346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 42-10-4 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature nature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=944, 10=857. on any electronic copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any 2e.gnie Velez PE nu 6sts2 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 1111ek Luc. DBA SBTek USA FL cert6&ii 16023 Swingle} Ridge Rd che.ter6eM. %to 6ml-, Dae: April 7,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSYTP1 f Quality Criteria, DS849 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256134 TT1123-26 T06 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:44 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlG U H-Ws227HvteLt5m Sb94J41M R5Xoa3d D E H 8N kbeQ?zTUjj -11-0-Q 6-G-0 121-3 18-2-6 24-9-10 30-7-13 36-6-0 43-0-0 4p-0-p 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 5.00 F12 5x6 = 620 5x8 = 721 Scale = 1:75.7 3x8 = -10 Za Z4 -11 16 do 15 -Iv tD a Is 3x8 — 3x4 = 4x6 = 3x8 = 3x4 = 4x6 3x4 = 43-0-0 i7. 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.40 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.70 13-15 >733 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.20 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 223 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 14-17: 2x4 SP No.2 5-8-0 oc bracing: 15-16. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=254(LC 11) Max Uplift 2=-943(LC 12), 11=9431LC 12) Max Grav 2=1872(LC 17), 11=1876(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3934/2082, 3-5=-3692/1963, 5-6=2723/1603, 6-7=2481/1552, 7-8=-2733/1603, 8-1 0=-3702/1963, 10-11 =-3943/2082 BOT CHORD 2-18=-1800/3760, 16-18=-147013172, 15-16=-1093/2484, 13-15=1483/3010, 11-13=-1813/3578 WEBS 3-18=-333/332, 5-18=-192/687, 5-16=820/522, 6-16=-296/753, 7-15=-297/836, 8-15=-820/522, 8-13=-192/687, 10-13=333/332 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 This item has been plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members, with BCDL=10.Opsf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) signature must be verified g 2=943, 11=943. 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." Joegain %0-PE Ne.681S2 \BTek Luc. DBA 1BTek USA FL Cen 66-4 16023 SMugley Ridge Rd. Chesterfield. NIO 63017 Date: April 7,2023 WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Qualify Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suds 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256135 TTH23-26 T06A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:46 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-SEAoYzx7Ay7pOm IYCk6DRsBtoN17h8jRr241UtzTUjh -i1-0-Q 6-6-0 12-4-3 1812-6 24-9-10 30-7-13 36-6-0 43-0-0 -0- 5-10-3 5-0-3 6-7-3 5-10-3 5-10-3 6-6-0 5.00 12 5x6 = 6 19 5x8 = 720 Scale = 1:75.6 3x8 = -1/ LL 26 "Ib 15 L4 14 1.5 Lb Lb lL 3x6 — 3x4 = 4x6 = 3x8 = 3x4 = 46 = 3x4 = 9 5 2 18-2-6 24-9-10 33-6-14 43-0-0 9-5-2 8-9-5 07--3 8-9-5 9-5-2 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.I 'Except' 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Harz 2=253(LC 11) Max Uplift 2=-944(LC 12). 11=857(LC 12) Max Grav 2=1873(LC 17), 11=1822(LC 18) CSI. DEFL. in (loc) I/deft L/d TC 0.87 Vert(LL) -0.4012-14 >999 240 BC 0.98 Vert(CT) -0.70 12-14 >734 180 WB 0.99 Horz(CT) 0.20 11 n/a n/a Matrix-SH PLATES GRIP MT20 244/190 Weight: 221 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 5-7-5 oc bracing: 14-15. WEBS 1 Row at midpt 7-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3935/2089, 3-5=-3693/1971, 5-6=2725/1611, 6-7=2483/1560, 7-8=2734/1605, 8-10=-3710/1974,10-11=-3954/2108 BOTCHORD 2-17=-1844/3753, 15-17=-1514/3165, 14-15=-1112/2483, 1 2-14= 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; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=944, 11=857. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Iy 0 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. J-gefn Velez PE \o.69132 MiTek Luc. DBA 4HIek USA Fi. Cen 6634 16023 Svioglt} Ridge Rd. Chesrenew, \10 6301, Date: April 7,2023 e WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Is truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYMI Qualify Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Sately Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256136 TTH23-26 T07 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:47 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGUH-wRkAmJymxGFgdwJkmSdS_4j4rn6gQk2a4ipi1 KzTUjg -i1-0-p 7-0-1 13-0-0 19-1-8 23-10-8 30-0-0 35-11-15 43-0-0 4,4-0-p 5-11-15 6-1-8 4-9-0 6-1-8 5-1115 7-0-1 5x6 = 5.00 12 5x8 = Scale = 1:75.7 3x8 = io cI « it 16 Z0 15 iv 4y zo io 3x8 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = 9-10-15 19-1-8 23-10-8 33-1-1 43-M 9-10-15 9-2-9 4-9-0 9-2-9 9-10-15 Plate Offsets (X,Y)--[2:0-4-2,0-1-8],[6:0-3-0,0-2-4],[7:0-5-12,0-2-8],[11:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 Rep Stress Incr YES WB 0.41 BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,9-12: 2x4 SP No.1 BOT CHORD 2x4 SP 2850F 2.0E or 2x4 SP M 31 'Except" 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 DEFL. in (loc) I/defl Ud Vert(LL) -0.40 13-15 >999 240 Vert(CT) -0.70 13-15 >728 180 Horz(CT) 0.17 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 228 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 8-15 Iq 0 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Harz 2=-267(LC 10) Max Uplift 2=-943(LC 12), 11=-943(LC 12) Max Grav 2=1871(LC 17), 11=1873(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3899/2048, 3-5=-3656/1936, 5-6=-2628/1546, 6-7=-2388/1500, 7-8=-2631/1546, 8-1 0=-3661/1936, 10-11 =-3904/2048 BOTCHORD 2-18=-1764/3735, 16-18=-1422/3112, 15-16=-1019/2395, 13-15=1434/2951, 11-13=-1776/3539 WEBS 3-18=-351/346, 5-18=-214/750, 5-16=-877/557, 6-16=-330/762, 7-15=-326/836, 8-15=-879/558, 8-13=214/751, 10-'13=351/346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 44-0-0 zone; cantilever left and right exposed ; end vertical left electronically signed and and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=943, 11=943. On any electronic Copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any I—quin Velez PE No.691112 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 31irek we. DBA32ffek USA FL cert 66.14 16023 Swbagfrc Ridge Rd. Che wrreid. xo 63017 Dale: April 7,2023 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek:. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlf quality Crlfeda, DSB-99 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256137 TTH23-26 T07A Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:49 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH4psxA?zOTtVOtDT7ttgw3VpQ?bnAueYtXOlP5CzTUje -WO- 7-0-1 13-0-0 19-1-8 23-10-8 30-0-0 35-11-15 43-0-0 5-11-15 4-9-0 6-1-8 5-11-15 7-0-1 5.00 F12 5x6 = 5x8 = Scale = 1,75.6 Iq 0 3x8 = I IdU cl 10 15 ZZ 14 is G6 Zw iZ 3x8 — 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = 23-10-8 33-1-1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20201TPI2014 CSI. TIC0.75 BC 0.96 WB 0.41 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.40 12-14 >999 240 Vert(CT) -0.70 12-14 >729 180 Horz(CT) 0.17 11 n/a rile PLATES GRIP MT20 244/190 Weight: 227 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,9-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 *Except" WEBS 1 Row at midpt 5-15, 7-15, 8-14 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=265(LC 11) Max Uplift 2=-944(LC 12), 11=-857(LC 12) Max Grav 2=1871(LC 17), 11=1819(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3900/2055, 3-5=-3656/1944, 5-6=-2629/1554, 6-7=-2389/1507, 7-8=-2633/1549, 8-1 0=-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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E) This item has been 19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 42-t0-4 zone; cantilever left and right exposed ; end vertical electronically signed and left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature nature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=944, 11=857. on any electronic copies. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any Jo.gain Velez PF No 68182 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." XIUYek Inc. DRA MiTek USA FLCent 6634 16023 squidey Ru g. Re. Chesterfield. MO 63017 D.te: April 7,2023 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. Design valid for use only with Mrrelt® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' li is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSS-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256138 TTH23-26 T09 Common Supported Gable 6 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:51 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-pCzhbg?G?UI66XdV?Hi08wuvbOfjMcdA JnWA5zTUjc 1 0 p 21-" 43-0-0 21-6-0 21-6-0 Scale = 1:73.4 5x6 = 5.00 12 13 14 9I 0 3x6 = 45 44 43 42 41 40 39 37 36 35 34 33 31 30 29 28 27 26 25 3x6 = 38 32 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 TCDL 7.0 Lumber DOL 1.25 BC 0.18 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.0 Code FBC20201TPI2014 Matrix-SH 43-0-0 43-0-0 DEFL. in (loc) Vdefl Ud Vert(LL) -0.00 1 n/r 120 Vert(CT) 0.00 1 n/r 120 Horz(CT) 0.01 24 n/a n/a PLATES GRIP MT20 244/190 Weight: 271 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 13-35, 12-36, 14-34 REACTIONS. All bearings 43-0-0. (lb) - Max Horz 2=297(LC 11) Max Uplift All uplift 100 lbor less at joint(s) 2, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26, 24 except 37=-104(LC 12), 43=-104(LC 12), 45=153(LC 12), 33=-104(LC 12), 27=-107(LC 12), 25=-179(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 35, 36, 37, 39, 40, 41, 42, 43, 44, 34, 33, 31, 30, 29, 28, 27, 26, 24 except 45=258(LC 17), 25=271(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 9-10=-113/307, 10-11=-128/376, 11-12=-152/448, 12-13=176/512, 13-14=176/512, 14-15=-152/448, 15-16=-128/376, 16-17=-104/307 WEBS 3-45=-180/332, 23-25=-186/377 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-0-0 to 3-6-0, Exterior(2N) 3-6-0 to 21-6-0, Comer(3R) 21-6-0 to 25-9-10, Exterior(2N) 25-9-10 to 43-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 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 Gt=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." Iq 0 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joagelu Cel- PE N-a.69182 NUTek lac. DBA 3BTek USA FL C'ert 66,34 16023 Svnf gje}* Ridge Rd. chesterfiew, !10 6301' Date: April 7,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Cohorts, DSB-89 and SCSI Building Component 16023 Saingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MD 63017 Job Truss Truss Type Qty Ply T30256139 TTH23-26 T10 Common 16 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:54 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlG U H-DnfgE i 191 P7hz_M4gQ F5m Y WEAcUzZlhch HOAmQzTUjZ 1-0-Q 7-7-3 14-6-10 21-6-0 28-5-6 354-13 43-0-0 44-0-0 i-Ong 7-7-3 6-11-6 6-11-6 6-11-6 6-11 6 7-7-3 0 5x6 = 5.00 12 Scale = 1:72.6 3x8 = I/ LL lb 4J L4 do 14 16 Lb L/ IL 3x8 3x4 = "-6 17-3-15 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,8-11: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-298(LC 10) Max Uplift 2=-943(LC 12), 10=943(1-C 12) Max Grav 2=1885(LC 17), 10=1885(LC 18) 4x6 = 3x4 = 25-8-1 3x4 = 4x6 = 33-11-10 3x4 = 43-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TC 0.91 Vert(LL) -0.4014-15 >999 240 MT20 244/190 BC 0.92 Vert(CT) -0.68 14-15 >751 180 WB 0.99 Horz(CT) 0.18 10 n/a n/a Matrix-SH Weight: 218 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3931/2002, 3-5=-3802/2010, 5-6=2890/1661, 6-7=-2890/1661, 7-9=-3802/2010, 9-10=-3932/2002 BOT CHORD 2-17=-1708/3783, 15-17=-1306/3020, 14-15=-850/2218, 12-14=-1307/2872, 10-12=-1708/3560 WEBS 6-14=-520/1153, 7-14=-763/574, 7-12=392/909, 9-12=362/365, 6-15=-520/1153, 5-15=-763/574, 5-17=-392/908, 3-17=362/365 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=943, 10=943. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jnagtdn Velez PE N.AS182 NUTek 1— DBA NUTek USA FL Cert 6634 16023 Sniagl", Ridge Rd. Chesterfield. MO 63017 Dntr: April 7,2023 a WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type City Ply T30256140 TTH23-26 T10A Common 4 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:56 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-99naeO3PpONOD I WrnrlZrzbagPAR1 fBv8bVHrizTUjX 71 7-7-3 14-6-10 21b-0 28-5-6 35-4-13 43-0-0 44-0-Q ISO- 7-7-3 6-11-6 6-11-6 6-11-6 6-11-6 7-7-3 1-0 0 5x6 = 5.00 12 Scale = 1:72.6 3x8 = it « io -ra w Zo w 13 Zo a Z 3x8 = 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 9-0-6 17-3-15 25-8-1 33-11-10 43-0-0 AO 8-3-10 8-4-1 8-3-10 9-0-6 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 FBC20201TPI2014 Matrix-SH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-298(LC 10) Max Uplift 2=-943(LC 12), 10=943(LC 12) Max Grav 2=1885(LC 17), 10=1885(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3931/2002, 3-5=-3802/2010, 5-6=2890/1661, 6-7=-2890/1661, 7-9=-3802/2010, 9-10=-3932/2002 BOT CHORD 2-17=-1708/3783, 15-17=-1306/3020, 14-15=-850/2218, 12-14=-1307/2872, 10-12=-1708/3560 WEBS 6-14=-520/1153, 7-14=-763/574, 7-12=392/909, 9-12=-362/365, 6-15=-520/1153, 5-15=-763/574, 5-17=-392/908, 3-17=362/365 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * using a Digital Signature. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&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=1b) document are not considered 2=943,10=943. signed and sealed and the 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. Jb.quin VN1 Z PE N.A8182 1611Tek fac. DBA .%7iTek CSA Ft. Cert66-"4 16023 Sniugreg Ridge Re, Cit-t—field, \f0 6301? Date: April 7,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUMI Quality Criteria, DSB-89 and SCSI Building Component 16023 Saingley Ridge Rd satisfy Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Type Qty Ply FTr.uls.sl T30256141 TTH23-26 V03 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:57 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-eMLysk31 aKWFgS4fLYpoOA8yRpj3mLu3NFEgNkzTUj W 2-0-0 4-0-0 2-0-0 2-0-0 3x6 = Scale = 11A 5.00 12 2 3 1 0 0 2x4 2x4 0 Q-f0 4-M 0 0 3-11-6 Plate Offsets (X,Y)-- 12:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 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 rile n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-10-13, 3=3-10-13 Max Horz 1=-14(LC 10) Max Uplift 1=-50(LC 12), 3=-50(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; Vutt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek lua. DRA NDTek GSA FL CcM 6rr34 161 Swtuid.y Ridge Rd. Cheste 1116d.1,106M17 Date: April 7,2023 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256142 TTH23-26 VO4 GABLE 1 1 Job Reference (optional) Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:58 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-6YuK334fLee6ScfrvGK1 wOg6zD3gVo8Cbv_OwBzTUjV 2-1-8 4-3-0 ' 2-1-8 2-1-8 3x6 = Scale = 1:8A 5.00 rl2 2 3 1 o Io 2x4 2x4 4-3-0 4-3-0 Plate Offsets (X,Y)— [2:D-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 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 FBC2020rTP12014 Matrix-P Weight: 11 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPNo.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; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.69192 MiTek Inc. DBA SUTek GSA FL Cert6634 16023 SRfnglec Ridge Rd. Ckester6eld. MID 63017 Datr: April 7,2023 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi FT ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type City Ply T30256143 TTH23-26 V05 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 4-" 4 0 0 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:43:59 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-akSjH P5H6xmz4m E2TzrGTbDHadPGEE?LgZjxSdzTUjU 9-1-0 4x4 = 8 7 6 2x4 2x4 II 2x4 II 2x4 II 2x4 Scale = 1:16.7 4 0 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.10 BC 0.08 WB 0.09 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND REACTIONS. All bearings 9-1-0. (NORMAL TO THE FACE), SEE STANDARD INDUSTRY (lb) - Max Horz 1=-43(LC 10) GABLE END DETAILS AS APPLICABLE, OR CONSULT Max Uplift All uplift 100 lb or less al joint(s) 1, 5 except 8=-127(LC 12), 6=-127(LC 12) QUALIFIED BUILDING DESIGNER AS PER ANSIIrPI 1. Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7, 8, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-142/301, 4-6=1421301 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-6-8, Exterior(2R) 4-6-8 to 7-6-8, Interior(1) 7-6-8 to 8-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 5 except (jt=lb) This item has been 8=127, 6=127. electronically signed and 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Velez, Joaquin, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. JI-quiu Velez PE No.68132 NLTek 1— DBA.NUTek USA FL Cerr 6634 16023 SniuiI Ridge Rd Che,A—field. 310 63017 Date. April 7,2023 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYMI Quality Criteria, DS849 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256144 TTH23-26 V06 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:44:00 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-2xO5U16vtFughvpEOgMV?pmRZOiZzieV3DTV_3zTUjT 2-6-8 5-1-0 2-6-8 2-6-8 Scale = 1:9.9 3x6 = 5.00 F12 2x4 2x4 0 -10 5-1-0 0 0 5-0-6 Plate Offsets (X,Y)-- 12:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 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 rile n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins. BOT CHORD 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-11-13, 3=4-11-13 Max Horz 1=-21(LC 10) Max Uplift 1=-72(LC 12), 3=72(LC 12) Max Grav 1=132(LC 1), 3=132(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-148/287, 2-3=-148/299 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vul1=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any This item has been particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jaegrda Vel-PE N..68182 AEITek lac. DBA 3BTek USA FL Cert 6634 16023 SaI gley Ridge Rd. Ckesterfietd. MID 63017 Date: April 7,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mi7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSU17/f Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingdey Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job T uss Truss Type Qty Ply T30256145 TTH23-26 V11 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:44:01 2023 Page 1 ID:tPuYCeVfQTfYt30C?ZvfnpzlGUH-W7aTi57YeZOhJ30QaOtkY01cuQ3Zi8WeItC2W WzTUjS 3-10-0 7-8-0 3-10-0 3-10-0 v 0 0 3x4 2x4 11 44 = 3x4 Scale = 1:14.3 v '4 0 7-8-0 -- -- 7-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a Ilia 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a Ilia BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-8-0, 3=7-8-0, 4=7-8-0 Max Harz 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. (Ib) -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 Ib uplift at joint(s) 1, 3 except Qt=lb) 4=127. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibilfty 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. Joagaio V.1ez PE Ne.69192 Nriek rue. DBA VIR'ek USA FL Cert 6634 16023 Sniugley Ridge Rd. Ciestergeki. \10 63017 Date: April 7,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See BCSI. LLf� and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For 0-11fi c1-2 c2-3 wide truss spacing, individual lateral braces themselves bracing, Tor I 4 may require or alternative WEBS C� p" �?� � bracing should be considered. 3. Never exceed the design loading shown and never = " �� O U a� _ stack materials on inadequately braced trusses. 0- " V 4. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and For 4 x 2 orientation, locate C7-8 c6-7 cs-s I-_ all other interested parties. plates 0- 'rie' from outside BOTTOM CHORDS 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted, moisture content of lumber software or upon request NUMBERS/LETTERS. shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by Others. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but reaction section indicates joint © 2012 MiTek® All Rights Reserved 17. Install and load vertically unless indicated otherwise. _� number where bearings occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W1 19. Review all portions of this design (front, back, words ANSI/TP11: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. A 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, MiTek ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, 21.The design does not take into account any dynamic Installing & Bracing of Metal Plate or other loads other than those expressly stated. Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 Mse casca& Double 16" BCI® 4500s-1.8 IIrPAS�SED evsrveeneo iuwe cecooG*s L�1 BC Design Engine Member Report Build 8548 Job name: Address: City, State, Zip: Customer: 1st Flooffloor JoistslFJ1(i1553) (Floor Joist) Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 File name: TTH1-9.mmdl Description: 1st Floor\Floor Joists\FJ1(i1553) Specifier: Designer: Code reports: ESR-1336 Company: 1 2 G � 19-05-12 B1 B2 Total Horizontal Product Length = 19-05-12 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 2-3/8" 854 / 0 213 / 0 B2, 2-3/8" 1122 / 0 280 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 41 10 n\a View Fill) 2 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-10-10 Top 39 10 n\a View Fill) 3 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 16-00-06 19-05-12 Top 41 10 n\a View Fill) 4 FJ2(i1526) Conc. Pt. (Ibs) L 15-10-10 15-10-10 Top 417 104 n\a Hole Summary Description Center Elevation Ref. Height Width Shape Orientation H01 08-00-00 8" L 12" Circular Horizontal H02 12-00-00 8" L 12" Circular Horizontal Controls Summary Value %Allowable Duration Case Location Pos. Moment 5551 ft-Ibs 67.9% 100% 1 10-07-14 End Reaction 1402 Ibs 59.4% 100% 1 19-05-12 End Shear 1382 Ibs 35.0% 100% 1 19-03-06 Hole #1 Shear 396 Ibs 36.1 % 100% 3 08-00-00 Hole #2 Shear 320 Ibs 29.1 % 100% 4 12-00-00 Total Load Deflection L/694 (0.332") 34.6% n\a 1 10-00-00 Live Load Deflection L/868 (0.266") 55.3% n\a 6 10-00-00 Max Defl. 0.332" 33.2% n\a 1 10-00-00 Span / Depth 14.4 Hole Location Valid % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 2-3/8" x 3-1/2" 1067 Ibs 14.7% 45.2% Unspecified B2 Wall/Plate 2-3/8" x 3-1/2" 1402 Ibs 19.3% 59.4% Unspecified Cautions Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCI@ 4500s-1.8 applications with side load or unevenly distributed top load require filler blocks and fasteners. See Boise Cascade Technical Note IJ-13 for further information. Page 1 of 9 Boi" Cascacw= Double 16" BCI® 4500s-1.8 PASSED s.ti,.uec:eeo wwe wrtcou:as 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 (U240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM' ALLJOISTO , BC RIM BOARDTm, BCI® , BOISE GLULAMTM, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 2 of 9 Boise Cascade Double 16" BCI® 4500s-1.8 PASSED V/ errciscer+Eo w000 neooucr BC Design Engine Member Report Build 8548 Job name: Address: City, State, Zip: Customer: 1 st FloorTloor JoistslFJ2(il526) (Floor Joist) Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 File name: TTH1-9.mmdl Description: 1st Floor\Floor Joists\FJ2(i1526) Specifier: Designer: Code reports: ESR-1336 Company: B1 19 04-04-0a Total Horizontal Product Length = 04-04-08 a B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 2" 422/0 106/0 B2, 4" 871 / 0 218 / 0 Load Summary Live Dead snow Wind Roof ocs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 FJ5(i1545) Conc. Pt. (Ibs) L 01-09-10 01-09-10 Top 635 159 n\a 2 FJ5(i1533) Conc. Pt. (Ibs) L 03-09-10 03-09-10 Top 648 162 n\a Controls Summary Value %Allowable Duration Case Location Pos. Moment 885 ft-Ibs 10.8% 100% 1 01-09-10 End Reaction 1089 Ibs 36.9% 100% 1 04-04-08 End Shear 1089 Ibs 27.6% 100% 1 04-00-08 Total Load Deflection U999 (0.006") n\a n\a 1 01-09-10 Live Load Deflection L/999 (0.005") n\a n\a 2 01-09-10 Max Defl. 0.006" n\a n\a 1 01-09-10 Span / Depth 3.0 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Hanger 2" x 3-1/2" 528 Ibs 31.7% 18.3% IUS3.56/16 B2 Wall/Plate 4" x 3-1/2" 1089 Ibs 8.9% 36.9% Unspecified Cautions Hanger IUS3.56/16 requires (14) 10d face nails, (2) 10dx1.5 joist nails. Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCI® 4500s-1.8 applications with side load or unevenly distributed top load require filler blocks and fasteners. See Boise Cascade Technical Note IJ-13 for further information. Web stiffeners (WSb) are required depending upon actual reaction, hanger type, or other web stiffener requirement at bearing(s) B1. Header for the hanger IUS3.56/16 is a Double 16" 1-joist. Page 3 of 9 Boise CascacW NK_z_= Double 16" BCI® 4500s-1.8 PASSED E'IGNF.EREfI WfN?0 aR4pu.l 1 st Floor\Floor JoistslFJ2(11526) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1 st Floor\Floor Joists\FJ2(i1526) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Hanger Manufacturer: Simpson Strong -Tie, Inc. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARDTm, BCI® , BOISE GLULAMTM, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 4 of 9 Boi"cascacw Single 16" BCl® 6000s-1.8 PASSED ��// FNGiNEFfAEPWQ6D!'RDCIUfT£ 1st Floor\Floor Joists\FJ3(11548) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ3(i1548) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: 61 19-05-12 Total Horizontal Product Length = 19.05-12 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 2-3/8" 779 / 0 195 / 0 B2, 2-3/8" 779 / 0 195 / 0 B2 Load Summary Live Dead Snow Wind Roof ocs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 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 131 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 974 Ibs 20.3% 72.7% Unspecified Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (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 CALCO analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARD rm, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 5 of 9 Base cascade Single 16" BCI® 6000s-1.8 PASSED evcareeerseo w�wo vaoou.,rs 1 st Flooffloor 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: 1 � 2 T � 11.04-02 08-01-10 B1 B2 B3 Total Horizontal Product Length = 19-05-12 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B 1, 2-3/8" 403 / 20 96 / 0 B2, 3-1/2" 951 / 0 238 / 0 B3, 2-3/8" 302 / 78 56 / 0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 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 Wsoi"c = Single 16" BCI® 6000s-1.8 PASSED 11-11— — nR 111 1 st Floor%Floor JoistslFJ4(11527) (Floor Joist) BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i1527) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (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 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 rm, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAW, VERSA -RIM PLUS®, Page 7 of 9 II�`j�\ Base cascade Single 16" BCI® 6000s-1.8 PASSED W Et,<_i•tELaED W6CO'viECW:iE, 1 st Floor\Floor Joists\FJ5(i1539) (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: 1 � 2 >I 15-11-04 B1 B2 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 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. (LW) Value Support Member Material B1 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 797 Ibs 16.6% 59.5% Unspecified Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2015. Calculations assume member is fully braced. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS-, ALLJOIST®, BC RIM BOARD-, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 8 of 9 /�/�/�!��j('��/►/90i"cascade` EfIGNKf+E[) WrNJO VHG[H3CT^ Single 16" BCI® 6000s-1.8 PASSED ^ri/' 1 st Flooffloor Joists\FJ6(il555) (Floor Joist) BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ6(i1555) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 03-08-14 Total Horizontal Product Length = 03-08-14 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live 131, 3-1/2" 52 / 0 13 / 0 B2, 2-3/8" 58 / 0 15 / 0 Load Summary Live Dead Snow Wind Roof ocs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 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 U999 (0.001") n\a n\a 1 01-11-00 Live Load Deflection U999 (0.001") n\a n\a 2 01-11-00 Max Defl. 0.001" n\a n\a 1 01-11-00 Span / Depth 2.5 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 3-1/2" x 2-5/16" 65 Ibs 0.9% 4.2% Unspecified B2 Wall/Plate 2-3/8" x 2-5/16" 73 Ibs 1.5% 5.4% Unspecified Notes Design meets Code minimum (L/240) Total load deflection criteria. Disclosure Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Use of the Boise Cascade Software is subject to the terms of the End User Design meets arbitrary (0.75") Maximum live load deflection criteria. License Agreement (EULA). Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Completeness and accuracy of input Design based on Dry Service Condition. must be reviewed and verified by a BC CALC® analysis is based on IBC 2015. qualified engineer or other appropriate expert to assure its adequacy, prior to Calculations assume member is full braced. Y anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTm, ALLJOIST®, BC RIM BOARDTm, BCI® , BOISE GLULAMTm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 9 of 9 Products PlotID Length Product Plies Net Qty Fab Type FJ1 20-00-00 16" BCI 4500s-1.8 2 8 MFD FJ2 5-00-00 16" BCI 4500s-1.8 2 8 MFD FJ3 20-00-00 15- BCI 6000s-1.B 1 44 MFD FJ4 20-00-00 16" BCI 6000s-1.8 1 8 MFD FJ5 16-00-00 16" BCI 6000s-1.8 1 28 MFD FJ6 4-00-00 16" BCI 6000s-1.8 1 4 MFD Rm1 12-00-00 1-1/8 x 16" BC RIM BOARD OSB 1 41 FF Bkl 2-00-00 16" BCI 6000s-1.8 1 40 FF i i i BEARING HEIGHT 56HEPULE Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTE5: 1.) REFER TO HIP 91 (REGOMMENDATION5 FOR HANDLING INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWING5 FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING 9EQUIREMENT5. 3) ALL VALLEY5 ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4.) ALL TRU55E5 ARE DESIGNED FOR 2' o.c. MAXIMUM 5PAGIN6. UNLE55 OTHERW15E NOTED, 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CON5IDERED TO BE LOAD BEARING. UNLE55 OTHERW15E NOTED. 6.) 5Y42 TRU55E5 M05T PE IN5TALLED WITH THE TOP BEING UP, 7.) ALL ROOF TRU55 HAN6ER5 TO BE 51MP5ON HTU26 UNLE55 OTHERW15E NOTED, ALL FLOOR TRU55 HANGE95 TO BE 51MP50N THA422 UNLE55 OTHERWI5E NOTED, 6) BEAM/HEADER/LINTEL (HDR) TO BE F1J9NI5HED BY BUILDER, SHOP DRAWING APPROVAL TM5 LAYOUT 15 THE 50LE 5OURCE FOR FABRICATION OF TRU55E5 AND VOIDS ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUTS, REVIEW AND APPROVAL OF THI5 LAYOUT M1,15T DE RECEIVED BEFORE ANY TRU55E5 WILL DE BUILT. VERIFY ALL GONDITION5 TO IN5URE AGAMT CHANGES THAT WILL RE5ULT IN EXTRA CHAR6E5 TO YOU. Rq-W kh-y De, MRrard ly: ow Builders F PtSource Orlando PHONE: 407-851-2100 FAX: 407-851-7111 Plant Gity PHONE. 813-759-5G51 FAX: 813-752-1532 BUILDER: Starlight Homes EL: Tyson TH 4-Unit A ALADVRE55: Lots 23-26 E: HAIN IT, 4-5-23 Rick Products PIotID Length Product Plies Net OtLj Fab FJ1 20-00-00 16" BCI 4500s-1.8 2 8 MFD FJ2 5-00-00 16" BCI 4500s-1.8 2 8 MFD FJ3 20-00-00 16" BCI 5000s-1.8 1 44 MFD FJ4 20-00-00 16" BCI 5000s-1.8 1 8 MFD FJ5 16-00-00 16" BCI 6000s-1.8 1 28 MFD FJ6 4-00-00 16 BCI 6000s-1.8 I 4 MFD Rml 12-00-00 1-1/8" x 16" BC RIM BOf9RD OSB 1 41 FF Bkl 2-00-00 16" BCI 5000s-1.8 1 40 FF m m (D E Ck 19-08-00 Rml m m 1 7-� m 2 0-00i1 1112— 0-001I II2 0-0�',', FJ3 2 0 0� E i1 cj� 2— 0-0011 II 2 II! 0—OQII II12— 11 s 0-00II � 2 0-0011 FJ6 12 0-0011 2 0-01�1i', FJ5 il1'12 0-0011 2 0-00!i H3 CU II 2 III 0-001I H3 � 1 112 0-01 I FJ1 i2—k 0-00i' !112— 0-0011 FJ3 II! 112-C 0-0� I I! 2—C 0-121 1 E Of i2 0 FJ4 FJ4 2- 0- ^ In 1— 5— Rml 19-08-00 79-08-00 19-08-00 ` 79-00 Rml m P] ¢1 R1 III III III I.. III —, il! E FJ3111 III � I!I �I'1 III FJ6 lil II! E � FJ5 1 1 III III H3 III III H3 N � II! III H2 FJ1 I III III E FJ311! III II! 11 II II! III I FJ4 I I ^ FJ4 Eo s s s NMI 19-08-00 19-08-00 Rml Ili II III III _ III FJ3 III III III III III II III III C0 FJ6 II II! I 'I II III E K I!I FJ5 III III Hq ;I � III ii, H !II III H2 III II, FJ1 III III II, III III III FJ3 III E � III III III FJ4 m FJ4 1 Y 1 Y -7 Rml 27000 19-08-00 08-00 Rml s s R] 0] s 0] s 0] III III i II II II III ill Of FJ3 III II III it I� ro FJ6 III !!I II! II! I III III E I!I FJ5 III H3 III � III IIII, H2 II I FJ1 III III Lr I FA 1I II Ill III III III ill m II! FJ4 FJ4 s s m s s m Rml 19-08-00 BEARING HEIGHT 5CHEPULE Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/16 NOTES: 1.) REFER TO HID 91 (RECOMMENDATION5 FOR HANDLING IN5TALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWING5 FOR PERMANENT DRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENTS. 3) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4.) ALL TRU55E5 ARE DESIGNED FOR 2' o.G. MAXIMUM SPACING, UNLE55 OTHERWI5E NOTED. 5.) ALL WALL5 5HOWN ON PLACEMENT PLAN ARE CON51PERED TO BE LOAD BEARING. UNLE55 OTHERWISE NOTED. 6.) 5Y42 TRUSSES MUST BE INSTALLED WITH THE TOP BEING UP. 7) ALL ROOF TRU55 HANGERS TO BE 51MP50N HTU26 UNLE55 OTHERWI5E NOTED. ALL FLOOR TRU55 HANGERS TO DE 5IMP50N THA422 UNLE55 OTHERW15E NOTED. B) DEAM/HEADER/LINTEL (HDR) TO DE FURNISHED BY BUILDER, 5HOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50LE 5OURCE FOR FADRICATION OF TRU55E5 AND VOID5 ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF THI5 LAYOUT MT BE RECEIVED BEFORE ANY TRU55E5 WILL BE BUILT. VERIFY ALL CONVITION5 TO IN5URE AGAINST CHANGE5 THAT WILL RE51T IN EXTRA CHARGE5 TO YOU. pma,ud pdnq Dau A{Frorod ly, Llqbilders . FirstSource Orlando PHONE. 407-551-2100 FAX: 407-551-7111 Plant City PHONE: 813-759-5G51 FAX: 513-752-1532 Starlight Homes 1: Tyson TH 4-Unit A AL ADVIESS. Lots 23-26 L: DIAMI DY: 2-20-23 Rick