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Home My WebLink AboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: 77930 - BILLIS RESIDENCE Site Information: Customer Info: Deborah & Stephen Billis Lot/Block: . Address: Unknown, . City: St Lucie County Project Name: Billis Residence Model: . Subdivision: . State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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 8.4 Wind Code: ASCE 7-16 Wind Speed: 165 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 48 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 No. Seal# . Truss Name Date 1 T25912298 A 11/9/21 15 T25912312 G1 11/9/21 2 T25912299 Al 11/9/21 16 T25912313 G2 11/9/21 3 T25912300 A2 11/9/21 17 T25912314 G3 11/9/21 4 T25912301 A3 11/9/21 18 T25912315 G4 11/9/21 5 T25912302 D 11/9/21 19 T25912316 G5 11/9/21 6 T25912303 D1 11/9121 20 T25912317 G6 11/9/21 7 T25912304 D2 11/9/21 21 T25912318 GR5 11/9/21 8 T25912305 D3 11/9/21 22 T25912319 GRA 11/9/21 9 T25912306 D4 11/9/21 23 T25912320 GIRD 11/9/21 10 T25912307 D5 11/9/21 24 T25912321 GRG 11/9/21 11 T25912308 D6 11/9/21 25 T25912322 GRK 11/9/21 12 T25912309 D7 11/9/21 26 T25912323 A 11/9/21 13 T25912310 D8 11/9/21 27 T25912324 J3 11/9/21 14 T25912311 G 11/9/21 28 T25912325 J3A 11/9/21 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 Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2023. 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. PQUiN VFW i�i No 68182 �:• STATE OF :�44/Z AI Joaquin Velez PE No.68182 MR USA, Mo. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 Velez, Joaquin 1 of 2 NEI 0 M!Tek 0 RE: 77930 - BILLIS RESIDENCE Site Information: MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Deborah & Stephen Billis Project Name: Billis Residence Model: . Lot/Block: . Subdivision: . Address: Unknown, . City: St Lucie County State: FL No. Seal# Truss Name Date 29 T25912326 J5 11/9/21 30 T25912327 J5P 11/9/21 31 T25912328 J7 11/9/21 32 T25912329 RA 11/9/21 33 T25912330 JA 11/9/21 34 T25912331 JA3 11/9/21 35 T25912332 JA5 11/9/21 36 T25912333 JC5 11/9/21 37 T25912334 K 11/9/21 38 T25912335 KJ5 11/9/21 39 T25912336 KJ7 11/9/21 40 T25912337 KJA 11/9/21 41 T25912338 MV2 11/9/21 42 T25912339 MV4 11/9/21 43 T25912340 PBA 11/9/21 44 T25912341 PBB 11/9/21 45 T25912342 V4 11/9/21 46 T25912343 V8 11/9/21 47 T25912344 V12 11/9/21 48 T25912345 V16 11/9/21 2 of 2 Job Truss Truss Type City Ply BILLIS RESIDENCE T25912298 77930 A Hip 2 1 Job Reference (optional) EFS , rurvr r rie rya, rL - oyaoc, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:21:47 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6T-72_9tms8p8fAM_T8575Szkfw5zzBvUal P7ryWsyLHIo 2-0-0 6-3.8 9-0-0 13.8-0 18-0-0 21-0-7 27-4-0 29-4-0 2-0-0 6-3-8 2 8 7 4 8 0 4-8-0 2 8 7 639 2-0-0 Scale = 1:51.5 4x4 = 3x4 = 215 22 04 = 3x5 = 3x8 = ""'" — 3x8 = 3x5 = 9-M LOADING (psf) TCLL 20.0 TCDL 15.0 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/rP12014 CSI. TC 0.30 BC 0.51 WB 0.28 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.12 10-18 >999 360 -0.28 10-18 >999 240 0.06 8 n/a n/a 0.09 10-12 >999 240 PLATES GRIP MT20 244/190 Weight: 134 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-7-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-224(LC 10) Max Uplift 2=-758(LC 12), 8=758(LC 12) Max Grav 2=1375(LC 1),8=1375(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2163/1204, 3-4=1887/1114, 4-5=1646/1035, 5-6=1846/1035, 6-7=1887/1114, 7-8=-2163/1204 BOT CHORD 2-12=-861/1884, 10-12=-823/1834, 8-10=-916/1863 WEBS 3-12=397/350, 4-12=-348/633, 5-12=347/236, 5-10=-347/237, 6-10=-348/633, 7-10=-398/350 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 9-0-0, Extedor(2R) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 18-4-0, Exterior(2R) 18-4-0 to 22-6-15, Interior(1) 22-6-15 to 29-4-13 zone;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. This item has been 4) Provide adequate drainage to prevent water ponding. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Sealed by Velez, Joaquin, PE 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. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 758 lb uplift at joint 2 and 758 lb uplift at Printed copies of this joint 8. document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 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 MTeke1 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 Inv ff 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 ANSOP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 13ILLIS RESIDENCE T25912299 77930 Al Hip 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:21:48 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6T-bFYX56tmaSnl_81 KfgchWxC5FMLHevlAenaW2lyLHln -2 O O 5-9 4 11-0-0 16-4-0 21-0-12 27-4-0 29-4-0 2-0-0 5-9-4 5-2-12 5-4-0 5-2-12 5-9-4 2-0-0 4x8 = 4x5 = 4 22 2324 25 5 Scale = 1:51.5 It 3x4 = 2x3 II 3x4 = — — 3x8 = 2x3 II 3x4 = 12 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.28 BC 0.33 WB 0.44 Matrix -MS DEFL. in (loc) Vdefl L/d Vert(LL) -0.06 12 >999 360 Vert(CT) -0.15 12-13 >999 240 Horz(CT) 0.06 7 n/a n/a Wind(LL) 0.09 12 >999 240 PLATES GRIP MT20 244/190 Weight: 144 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-264(LC 10) Max Uplift 2=-758(LC 12), 7=758(LC 12) Max Grav 2=1375(LC 1),7=1375(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2238/1226, 3-4=-1706/1022, 4-5=1456/996, 5-6=1707/1022, 6-7=-2238/1226 BOT CHORD 2-13=-894/1993, 12-13=-894/1993, 10-12=-566/1455, 9-10=-949/1934, 7-9=-949/1934 WEBS 3-12=-626/415, 4-12=-1671418, 5-1 0=1 57/419, 6-10=625/415 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 11-0-0, Extedor(2R) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 16-4-0, Extedor(2R) 16-4-0 to 20-6-15, Interior(1) 20-6-15 to 29-4-13 zone;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 pelf bottom chord live load nonconcurrent with any other live loads. This item has been 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 electronically signed and will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 758 lb uplift at joint 2 and 758 lb uplift at Sealed by Velez, Joaquin, PE joint 7. 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 USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 ® 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 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 vedly 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?P/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912300 77930 A2 Hip 2 1 ('k-- T�, n Job Reference (optional) 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:21:50 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6T-XdgHVovl631 IDRBjm Ff9bMHQhA196jKT553c7ByLHII 2-M 6-94 13-0-0 14 4-0 20b-12 27.4-0 29-4-0 2 0 0 6-9-4 6-2-12 1 4-0 6-2-12 6-9 4 2-0-0 Scale = 1:54.7 4x5 r 4x5 = 6.00 12 5 24 625 3x4 = 2x3 II 3x6 = 24 11 3x4 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TIC 0.34 BC 0.37 WB 0.79 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in floc) I/deft L/d -0.07 11-12 >999 360 -0.1711-12 >999 240 0.06 9 n/a n/a 0.09 12 >999 240 PLATES GRIP MT20 2441190 Weight: 141 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-305(LC 10) Max Uplift 2=-758(LC 12), 9=758(1_C 12) Max Grav 2=1375(LC 1), 9=1375(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2196/1159, 4-5=-1532/914, 5-6=1279/897, 6-7=-1532/914, 7-9=2196/1159 BOT CHORD 2-15=-820/1964, 14-15=-820/1964, 12-14=-429/1279, 11-12=-876/1887, 9-11=-876/1887 WEBS 4-15=0/282, 4-14=801/511, 5-14=225/420, 6-12=-225/420, 7-12=802/511, 7-11=0/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-0-0, Exterior(2E) 13-0-0 to 14-4-0, Exterior(2R) 14-4-0 to 18-6-15, Interior(1) 18-6-15 to 29-4-13 zone;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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 758 lb uplift at joint 2 and 758 lb uplift at sealed by Velez, Joaquin, PE joint 9. 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 USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEk REFERENCE PAGE MII-7473 rev. 5I79/2020 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* 1Tel.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fIY� iC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912301 77930 A3 Common 3 1 Job Reference (optional) unamoers 1 russ, Tort Pierce, FL - 34962, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:21:51 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6T-UOo2wUwHehHTSIL5tghdgnNIV fcahamZPYjB5yLHlj -211 7-1-4 13-8-0 20-2-12 27-4-0 29-4-0 2-0-0 7-1-4 6-6-12 6-6-12 7-1-4 2-M 4x5 = 6.00 12 3x5 Scale = 1:50.7 3x5 = IY 0 LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.39 BC 0.59 WB 0.55 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) -0.17 10-12 >999 360 Vert(CT) -0.32 12-15 >999 240 Horz(CT) 0.06 8 n/a n/a Wind(LL) 0.09 12-15 >999 240 PLATES GRIP MT20 244/190 Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-7-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-318(LC 10) Max Uplift 2=758(LC 12), 8=758(LC 12) Max Grav 2=1545(LC 17). 8=1545(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2371/1212, 4-5=-2150/1187, 5-6=2150/1187, 6-8=2372/1212 BOT CHORD 2-12=867/2277, 10-12=-426/1450, 8-10=-912/2040 WEBS 5-10=-426/987, 6-10=-553/477, 5-12=-426/987, 4-12=-552/477 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=27ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-8-0, Extedor(2R) 13-8-0 to 16-8-0, Interior(1) 16-8-0 to 29-4-13 zone;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members, with BCDL = 10.0psf. electronically signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 758 lb uplift at joint 2 and 758 lb uplift at sealed b Velez, Joaquin, PE y q joint 8. 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.68162 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7470 rev. 5/192020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Padre East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912302 77930 D Hip 1 1 Job Reference (optional) ----- -- . _....- - - - •---, uy � en niuusulna, nlu. IVIun Ivuv o ua:cl.00 �uZ I rage -I IDAtBbed8VbYEjpOwaV5X9TayML6T-yCMQ8pxv0_PK4vwHRNCsD_vwhNwgJ8bwo31GkWYLHli 2-0-0 6-3-8 9-0A 15-2-14 21-4-0 27-5-2 33 8-0 36�-7 42-8-0 2-0-0 6 3-8 2.8-7 6-2-14 6-1-2 6-1-2 6-2-14 2 8 8 639 Scale = 1:75.0 5x6 = 3x4 = 46 =3x8 = 3x4 = 5x6 6.00 12 4 25 26 5 6 7 278 28 9 3x4 \ 3x4 3 10 29 24 30 23 2 18 17 16 15 14 13 12 4x6 — 4x8 = 5x8 = 3x4 II 4x4 = 4x8 = 44 = 5x8 = 06 = LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.42 BC 0.88 WB 0.56 Matrix -MS DEFL. in Vert(LL) -0.28 Vert(CT) -0.64 Horz(CT) 0.18 Wind(LL) 0.40 (loc) Vdeft L/d 15 >999 360 15 >802 240 11 n/a n/a 15 >999 240 PLATES GRIP MT20 244/190 Weight: 254 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 8-12 REACTIONS. (size) 11=0-8-0, 2=0-8-0 Max Horz 2=232(LC 11) Max Uplift 11=-921(LC 12), 2=1096(LC 12) Max Grav 11=1917(LC 1), 2=2068(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3747/2083, 3-4=-3488/1990, 4-5=3109/1834, 5-7=-4232/2438, 7-8=-4240/2482, 8-9=-3134/1872,9-10=-3519/2041,10-11=-3766/2123 BOT CHORD 2-18=-1755/3283, 16-18=-2141/4232, 15-16=-2345/4612, 14-15=2345/4612, 12-14=-2185/4240, 11-12=1769/3319 WEBS 3-18=-375/345, 4-18=-686/1273, 5-18=1461/800, 5-16=-97/415, 7-16=-530/253, 7-15=0/270, 7-14=522/233,8-14=-81/409,8-12=-1449/756,9-12=-693/1292, 10-12=-391/357 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 9-0-0, Exterior(2R) 9-0-0 to 16-2-14, Interior(1) 15-2-14 to 33-8-0, Exterior(2R) 33-8-0 to 39-8-7, Interior(1) 39-8-7 to 42-8-0 zone;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. 4) Provide adequate drainage to prevent water ponding. Sealed b Velez, Joaquin, PE y q 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 921 lb uplift at joint 11 and 1096 lb uplift signed and sealed and the at joint2. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 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 L---LL.•••�_JJJYYYtttq 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 l4 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 ANSUTP/f quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912303 77930 D1 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:21:54 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6T-QPvoL9yX91XBi3VU75j51CS4pnL62cQ30j 1 gGyyLHlh -2-0-0 5-9- 11-0-0 17-11-0 24.8-12 31-8-0 36-10-12 42-8-0 2.0-0 5-9� 5-2-12 6-11.4 6-9-8 6-11-4 5-2-12 5-9_4 m d 5x6 = 27 3x6 3x4 11 3x8 = 5x6 WB = = 3x4 = 4x6 = 28 5 6 3x8 = 7 29 30 5x6 = 31 8 5x6 WB = 3x8 = 3x4 11 5-94 , 11-0-0 17-11-4 24-8-12 31-8-0 Scale = 1:75.3 34 = LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.46 BC 0.56 WB 0.46 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.24 14-15 >999 360 -0.55 14-15 >924 240 0.19 10 n/a hire 0.34 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 231 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-4-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 7-15, 7-12 OTHERS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 2=0-8-0 Max Horz 2=276(LC 11) Max Uplift 10=-921(LC 12), 2=1096(LC 12) Max Grew 10=1917(LC 1), 2=2068(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3750/2071, 3-4=-3251/1863, 4-5=-2856/1759, 5-7=3641/2170, 7-8=2868/1766, 8-9=-3265/1889, 9-10=-3800/2111 BOT CHORD 2-18=-1765/3289, 17-18=-1765/3289, 15-17=181313641, 14-15=1838/3646, 12-14=-1838/3646, 11-12=1777/3333, 10-11 =1 777/3333 WEBS 3-17=-612/428, 4-17=-510/1023, 5-17=1107/567, 5-15=0/275, 7-14=0/274, 7-12=-1100/554, 8-12=-518/1033, 9-12=-659/461 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 11-0-0, Exterior(2R) 11-0-0 to 17-0-7, Interior(1) 17-0-7 to 31-8-0, Extedor(2R) 31-8-0 to 37-8-7, Interior(1) 37-8-7 to 42-8-0 zone;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. 4) Provide adequate drainage to prevent water ponding. sealed by Velez, Joaquin, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 921 lb uplift at joint 10 and 1096 lb uplift signed and sealed and the at joint 2. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. * Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSb111711 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saletylnforma0on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply BILLIS RESIDENCE I T25912304 77930 D2 Hip 1 1 Job Reference (optional) �r rau,ual a r 1 u rvl r rrerca, r� - �ryoc, 6.43D S Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:21:56 2021 Page 1 ID:4tBbed8VbYEjpOwav5X9TayML6T-MnlYmrzohvnvxMfs6WmZrdXMjbxdWPxMU1 WxKryLHlf 2-0-0 2 8 0 6-0-0 13-0-0 141 0 22-2-0 29-8-0 35-10-12 42-8.0 2-0-0 2-8-0 3-4-0 7-0-0 1-B-0 7-6-0 7-6-0 6-2-12 6-9-4 r� d Scale = 1:77.9 5x8 = 6.00 12 06 = 5x8 = 5 30 6 31 7 8 32 33 9 10x18 MT20HS = 1O -10 1s 12 7x8 = 6x8 = 4x6 = 3x6 = 4x12 4.00 F12 13-0-0 LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.76 BC 0.94 WB 0.91 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(ILL) in (loc) I/deft Ud -0.32 15-16 >999 360 -0.68 15-16 >752 240 0.32 11 n/a n/a 0.37 6 >999 240 PLATES MT20 MT20HS Weight: 260 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-21: 2x6 SP No.2, 2-20: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 4-18, 8-17 WEBS 2x4 SP No.3 *Except* 15-17: 2x4 SP M 30 REACTIONS. (size) 11=0-8-0, 2=0-8-0 Max Horz 2=320(LC 11) Max Uplift 11=-921(LC 12). 2=-1096(LC 12) Max Grav 11=2216(LC 18), 2=2351(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7831/3618, 3-4=4491/3467, 4-5=3812/1947, 5-6=3498/1939, 6-8=3488/1938, 8-9=-3472/1978,9-10=-3456/1811,10-11=-4250/2082 BOT CHORD 19-20=-2334/5148, 18-19=2334/5159, 17-18=1437/3462, 6-17=372/290, 15-16=-202/620, 13-15=-1280/2930, 12-13=-1746/3725, 11-12=-1746/3725, 2-20=-3206/7271 WEBS 4-19=0/308, 4-'18=1807/950, 5-18=312/921, 5-17=-390/692, 15-17=-1371/2946, 8-15=596/425, 9-15=-375/823, 9-13=-220/711, 10-13=-923/549, 10-12=0/270, 3-20=-269/501, 4-20=-881/2209 NOTES- 1) Unbalanced roof live loads have been considered for this design M d 0 fata 2) Wind: ASCE 7-16; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 13-0-0, Exterior(2R) electronically signed and 13-0-0 to 19-0-7, Interior(1) 19-0-7 to 29-8-0, Exterior(2R) 29-8-0 to 35-10-12, Interior(1) 35-10-12 to 42-8-0 zone;C-C for members sealed b Velez, Joaquin, PE y q 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 using a Digital Signature. to the use of this truss component. Printed Copies Of this 4) Provide adequate drainage to prevent water ponding. document are not Considered 5) All plates are MT20 plates unless otherwise indicated. signed red and sealed and the 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signature must be Verified 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 on any electronic copies. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Joaquin Velez PE No.68182 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc. FL Cart 6834 Capacity of bearing surface. 6904 Parke East Blvd. Tampa FL 33610 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 921 Ito uplift at joint 11 and 1096 lb Data: uplift at joint 2. November 9,2021 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 MTelc® 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 my building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type City Ply BILLISRESIDENCE T25912305 77930 D3 Hip 1 1 Job Reference o tionai Unarnuers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:21:58 2021 Page 1 ID:4tBbedBVbYEjpOwaV5X9TayML6T-IA9JBX?2DX1cAgoFEwolw2debOd3_KcfxL?1 PjyLHld -2-0-0 , 2 8-0 7-0-0 14-8-0 15r0-0 21-4-0 27 8-0 3410-0 42-M 2-0-0 ' 29 ' 4-0-0 7.8-0 0.4-0 6.4-0 6-4-0 7-21 7-10-0 5x6 = 6.00 12 3x8 = 5x6 = 29 Scale = 1:77.9 3x4 II 3x4 II 16 1D 14 n6 17 6x10 = 5x6 = 5x6 WB = 3x4 I I 3x6 = 4x12q$p11f8 MT20HS = 3x4 I I 3x8 = LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.93 BC 0.94 WB 0.83 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl Ud -0.37 17-18 >999 360 -0.79 17-18 >645 240 0.34 10 n/a n/a 0.36 17 >999 240 PLATES MT20 MT20HS Weight: 255 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-20: 2x6 SP No.2, 2-19: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 4-17, 7-13, 9-13, 7-17 WEBS 2x4 SP No.3 *Except* 14-17: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=364(LC 11) Max Uplift 2=-1095(LC 12), 10=-921(LC 12) Max Grav 2=2371(LC 17), 10=2221(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7924/3613, 3-4=-7643/3512, 4-6=3549/1851, 6-7=3088/1767, 7-8=2836/1642, 8-9=-3232/1734,9-10=-4199/2048 BOT CHORD 18-19=-2174/4931, 17-18=2174/4928, 13-14=1313/3131, 11-13=1697/3643, 10-11=-1696/3649,2-19=-3202/7390 WEBS 4-18=0/386, 4-17=1825/936, 7-13=578/238, 8-13=-428/1018, 9-13=-1099/629, 9-11=0/331,3-19=192/404,4-19=1063/2574,6-17=-439/1115,14-17=-1279/3025, 7-17=-257/208 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-16; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-2-0-13 to 2-2-7, Interior(l) 2-2-7 to 15-0-0, Exterior(21R) electronically signed and 15-0-0 to 21-4-0, Interior(l) 21-4-0 to 27-8-0, Exterior(2R) 27-8-0 to 33-8-7, Interior(1) 33-8-7 to 42-8-0 zone;C-C for members and sealed by Velez, Joaquin, PE 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 using a Digital Signature. to the use of this truss component. Printed copies Of this 4) Provide adequate drainage to prevent water ponding. document are not considered 5) All plates are MT20 plates unless otherwise indicated. Signed and Sealed and the 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members, with BCDL = IO.Opsf. On any electronic Copies. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.68182 capacity of bearing surface. MiTek USA, Inc. FL Cert 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1095 lb uplift at joint 2 and 921 lb uplift 8904 Parke East Blvd. Tampa FL 33810 at joint 10. Date: November 9,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ivlll-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 ivi 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 ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type City Ply BILLIS RESIDENCE FD4 T25912306 77930 Hip 1 1 rr..,...r.., T Job Reference (optional) rs russ, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:01 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6Tj[rRpY1 wWSQB 17Xgv3LkXgEBicfKBfc5dJEiO2yLHia 2 0-0 2-8-0 8 8-0 14 8-0 17-0-0 21-0-0 25 8-0 31-1-13 36 7-11 42-5-7 2 0 0 2 8-0 6-0-0 6-0 0 2 4-0 4 4-0 4-4-0 5 5 13 5-5-13 5-9-12 6.00 12 5x6 = 5x6 = r 31 8 32 9 Scale = 1:76.6 1 0x1 8 MT20HS = 4x6 = 4x5 = 7x10 = WO= 3x8 = 5x14 5 4.00 FIT 25-8-0 LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.81 BC 0.84 WB 0.94 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Lid -0.37 16-17 >999 360 -0.73 16-17 >701 240 0.35 13 n/a n/a 0.39 20-21 >999 240 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 273 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-1-5 oc bracing. BOT CHORD 2x4 SP M 30 *Except' WEBS 1 Row at midpt 4-19, 7-19, 7-17, 8-17, 8-16, 10-16 2-22: 2x6 SP No.2, 6-18: 2x4 SP No.3, 2-21: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 4-21: 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 13=0-5-7 Max Horz 2=406(LC 11) Max Uplift 2=-1091(LC 12), 13=-917(LC 12) Max Grav 2=2377(LC 17), 13=2242(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8229/3705, 3-4=-8123/3797, 4-6=3583/1880, 6-7=3540/2033, 7-8=2628/1569, 8-9=-2639/1557, 9-10=2993/1655, 10-12=-3932/1962, 12-13=-4193/2042 BOT CHORD 20-21 =-1 918/4496, 19-20=1918/4495, 6-19=-314/349, 16-17=-110112762, 14-16=-1397/3098. 13-14=1706/3655, 2-21=-3325/7740 WEBS 4-20=01329, 4-19=1411/698, 17-19=925/2694, 7-19=987/1879, 7-17=-426/178, 8-17=-333/185, 8-16=-340/180, 9-16=-482/1025, 10-16=901/558, 10-14=218/657, 12-14=-399/346, 4-21 =-1 574/3514 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=42ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 2-2-3, Interior(1) 2-2-3 to 17-0-0, Exterior(2R) electronically signed and 17-0-0 to 23-0-1. Interior(1) 23-0-1 to 25-8-0, Exterior(2R) 25-8-0 to 31-8-1, Interior(1) 31-8-1 to 42-5-7 zone;C-C for members and sealed b Velez, Joaquin, PE y q 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 using a Digital Signature. to the use of this truss component. Printed copies of this 4) Provide adequate drainage to prevent water ponding. document are not Considered 5) All plates are MT20 plates unless otherwise indicated. SI g signed and sealed and the 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signature must be Verified 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 on any electronic copies. will fit between the bottom chord and any other members, with SCOL = I O.Opsf. Joaquin Velez PE No.68182 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc. FL Cert 6634 capacity of bearing surface. 6904 Parke East Blvd. Tampa FL 33610 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1091 lb uplift at joint 2 and 917 lb uplift Date: at joint 13. November 9,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. WWI) valid for use only with connectors. This design is based only upon parameters shown, and is for an individual building Component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Iu:4tt3bedbVbYEjpOwaV5X9TayML6T-f7yCEE3B23gvHRhC1 UOCd5KXBPLnfbQO5djo4xyLHIY 2 0 0 2 8 0 8-8 0 14 8-0 19-0-0 23-M 29-9-13 35-11-11 42-8-0 44-8-0 2 0 0 29 6-0-0 6-0.0 4 4.0 4-8-0 6-1-13 6.1-13 6 8-5 2-0-0 Scale = 1:85.1 5x8 = 6.00 12 5x6 = M d IV6 3x4 11 3x4 11 7x10 = 6x8 — 3x8 —_ 5x6 WE = 3x4 = 3x6 = 5x14 � II 10x18 MT20HS = 3x4 4.00 12 19-0-0 LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.81 BC 0.84 WB 0.80 Matrix -MS DEFL. in (loc) Vdefl L/d Vert(LL) -0.39 14-16 >999 360 Vert(CT) -0.74 14-16 >687 240 Horz(CT) 0.35 12 n/a n/a Wind(LL) 0.37 20-21 >999 240 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 278 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-5,10-13: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-4-11 oc bracing. BOT CHORD 2x4 SP M 30 'Except- WEBS 1 Row at midpt 4-19, 7-19, 7-17, 7-16, 9-16 2-22: 2x6 SP No.2, 6-18: 2x4 SP No.3, 2-21: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 4-21: 2x4 SP M 30 OTHERS 2x4 SP No.3 / REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Harz 2=-466(LC 10) Max Uplift 2=-1091(LC 12). 12=1091(LC 12) Max Grav 2=2378(LC 17),12=2396(LC 18) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=8298/3526, 3-4=-8194/3635, 4-6=3593/1838, 6-7=3590/2024, 7-8=2417/1491, 8-9=2755/1561, 9-11=3916/1918, 11-12=-4214/2006 BOT CHORD 20-21=-1732/4566, 19-20=173214565, 6-19=-401/401, 17-18=-114/277, 16-17=-812/2562, 14-16=1264/2964, 12-14=1630/3686, 2-21=-3040/7865 WEBS 4-20=0/331, 4-19=1409/656, 17-19=708/2315, 7-19=892/1813, 7-16=241/292, 8-16=-399/907, 9-16=-1062/627, 9-14=242/852, 11-14=514/378, 4-21=-1477/3575 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 19-0-0, Exterior(2E) electronically signed and 19-0-0 to 23-8-0, Exterior(2R) 23-8-0 to 29-9-13, Interior(1) 29-9-13 to 44-8-13 zone;C-C for members and forces & MWFRS for sealed b VelezJoaquin, PE Y 9 reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck , using a Digital Signature. to the use of this truss component. Printed Copies Of this 4) Provide adequate drainage to prevent water ponding. document are not Considered 55) All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members, with BCDL = IO.Opsf. On any electronic Copies. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.68182 rapacity of bearing surface. MiTek USA, Inc. FL Cart 6834 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1091 lb uplift at joint 2 and 1091 lb uplift 8904 Parke East Blvd. Tampa FL 33610 at joint 12. Date: November 9,2021 ® WARNING - Venfy 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 property incorporate this design into the overall rL�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek� 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE 77930 D6 Piggyback Base 2 1 T25912308 Chambers Truss, Fort Pierce. FL - 34982 Job Reference (optional) 6.430 s Aug no 2021 MI I ek industries, Inc. Mon Nov 8 09:22:05 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6T-bW4yfw4RagwdWrb8vQgiWPtgD1 F7VvhYxCv9pyLHIW 2-0 0 2-8-0 B-8-0 6 8-0 19-0-0 2 -U-U 29-9-13 35-11-11 42-8-0 44 8-0 2 0 0 2� 0 6-0-0 6-0-0 4.4-0 4 8-0 6-1-13 6-1-13 6 8-5 2-0-0 Scale = 1:85.1 Sx8 = 8.00 12 5x6 = IV6 3x4 II 3x4 II 7x10 = 6x8 — 3x8 —_ 5x6 WB = 3x4 = 3x6 = Sx14 � II 10x18 MT20HS = 3x4 4.00 F12 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2020rrP12014 CSI. TIC 0.81 BC 0.84 WB 0.80 Matrix -MS DEFL. in (too) I/defl Ud Vert(LL) -0.39 14-16 >999 360 Vert(CT) -0.74 14-16 >687 240 Horz(CT) 0.35 12 n/a n/a Wind(LL) 0.37 20-21 >999 240 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 278 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. 1-5,10-13: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-4-11 cc bracing. BOT CHORD 2x4 SP M 30 *Except* WEBS 1 Row at micipt 4-19, 7-19, 7-17, 7-16, 9-16 2-22: 2x6 SP No.2, 6-18: 2x4 SP No.3, 2-21: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 4-21: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=-466(LC 10) Max Uplift 2=-1091(LC 12). 12=-1091(LC 12) Max Grav 2=2378(LC 17), 12=2396(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=8298/3526, 3-4=-8194/3635, 4-6=3593/1838, 6-7=3590/2024, 7-8=2417/1491, 8-9=275511561, 9-11=3916/1918, 11-12=-4214/2006 BOT CHORD 20-21=1732/4566, 19-20=1732/4565, 6-19=-401/401, 17-18=114/277, 16-17=-812/2562, 14-16=1264/2964, 12-14=1630/3686, 2-21=-3040/7865 WEBS 4-20=0/331, 4-19=1409/656, 17-19=708/2315, 7-19=892/1813, 7-16=-241/292, 8-16=-399/907, 9-16=1062/627, 9-14=242/852, 11-14=514/378, 4-21=-1477/3575 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 19-0-0, Exterior(2E) electronically signed and 19-0-0 to 23-8-0, Exterior(2R) 23-8-0 to 29-9-13, Interior(1) 29-9-13 to 44-8-13 zone;C-C for members and forces & MWFRS for sealed b VelezJoaquin, PE y q 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 , using a Digital Signature. to the use of this truss component. Printed Copies of this 4) Provide adequate drainage to prevent water ponding. document are not considered 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members, with BCDL = 10.Opsf. On any electronic Copies. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.68182 capacity of bearing surface. MiTek USA, Inc. FL Cart 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1091 lb uplift at joint 2 and 1091 lb uplift 8904 Parke East Blvd. Tampa FL 33610 at joint 12. Data: November 9,2021 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. __=�' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not G---GG_•••�JJJfifiY CCCg777 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek� 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 ANSUfP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 77930 ID7 Truss Piggyback Base T25912309 r� a ars Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MTek Industries, Inc. Mon Nov 8 09:22:06 2021 Page 1 ID:4tBbed8VbYEjp OwaV5X9TayML6T3ieKsG53L_2U8vQ ni cxvEkyBXdN eszFgnbxThGyLH IV 2-0-0 6 8 5 12-103 19-0-0 23.8-0 29-9-13 35-11-11 42-8-0 44-M 2-0 0 6 8 5 6-1-13 6-1-13 4-8-0 6-1-13 6-1-13 6_ 2 0 0 Scale = 1:77.7 5x6 = 6.00 12 5x8 = 3x6 = 3x4 = 5x6 WB = 3x8 = 3x4 = 5x8 WB = 3x4 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.42 BC 0.83 WB 0.73 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl L/d -0.36 13-15 >999 360 -0.67 13-15 >764 240 0.17 11 n/a n/a 0.24 13-15 >999 240 PLATES GRIP MT20 244/190 Weight: 245 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16. 7-16. 8-15 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=466(LC 11) Max Uplift 2=-1091(LC 12), 11=1091(LC 12) Max Grav 2=2414(LC 17). 11=2416(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4254/2006, 3.5=-3958/1918, 5-6=2792/1561, 6-7=2451/1492, 7-8=2795/1561, 8-10=3962/11918, 10-11=-4259/2006 BOT CHORD 2-18=-1578/4070, 16-18=-1213/3350, 15-16=-833/2535, 13-15=-1265/3003, 11-13=-1629/3725 WEBS 3-18=-511/377, 5-18=241/855, 5-16=1066/627, 6-16=-412/932, 7-16=266/270, 7-15=-407/1035, 8-15=1068/628, 8-13=-241/857, 10-13=-511/377 c� 2IV. 6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 19-0-0, Exterior(2E) 19-0-0 to 23-8-0, Exterior(2R) 23-8-0 to 29-9-13, Interior(1) 29-9-13 to 44-8-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chard 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 1091 Ib uplift at joint 2 and 1091 lb uplift signed and sealed and the at joint 11. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MIT& USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Data: November 9,2021 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 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 iVliTek` 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 oftrusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912310 77930 D8 PIGGYBACK BASE 7 1 Job Reference (optional) :rb !rubs, Fort Pierce, FL - 34982, 8,430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:08 2021 Page 1 ID:4tBbedBVbYEjpOwaV5X9TayML6T-05m5Hy6JsbICNCZAplzNK91VzQ5sKwH7EuQZm8yLHIT 2 0 0 65� 12-4-0 19-0.0 23-8-0 29-9-13 3111-11 42-8-0 44-8-0 2-0-0 6 5 4 5-10-12 6 8-0 4-8 0 6 1-13 6-1-13 6-8-5 2-0-0 5x8 = 6.00 12 5x6 = Scale = 1:77.7 3x5 = 3x4 II 6x8 = 3x6 = 3x5 = 3x8 = 4x6 = 3x4 = 3x5 = LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.36 BC 0.66 WB 0.56 Matrix -MS DEFL. in (loc) Vdefl L/d Vert(LL) -0.23 13-15 >999 360 Vert(CT) -0.40 13-15 >905 240 Horz(CT) 0.04 11 n/a n/a Wind(LL) 0.15 19-22 >999 240 PLATES GRIP MT20 244/190 Weight: 249 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 5-16, 6-16, 6-15, 8-15 REACTIONS. (size) 2=0-8-0, 18=0-8-0, 11=0-8-0 Max Horz 2=466(LC 11) Max Uplift 2=-560(LC 12), 18=1365(LC 12), 11=771(1_C 12) Max Grav 2=533(LC 21), 18=2485(LC 2), 11=1738(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=353/709, 3-5=360/672, 5-6=-899/468, 6-7=-1094/698, 7-8=1286/681, 8-10=-2463/1044, 10-11=2763/1134 BOT CHORD 2-19=-503/242,18-19=-503/242,16-18=-576/681,15-16=0/723,13-15=-479/1656, 11-13=-851/2390 WEBS 3-19=-743/256, 3-18=655/1279, 5-18=197911178, 5-16=703/1470, 6-16=785/539, 6-15=-487/967, 8-15=1069/630, 8-13=249/868, 10-13=521/383 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=16ft; B=45ft; L=43ft;'eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 19-0-0, Exterior(2E) 19-0-0 to 23-8-0, Exterior(2R) 23-8-0 to 29-9-13, Interior(1) 29-9-13 to 44-8-13 zone; porch left 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 This item has been to the use of this truss component. electronically signed and 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. Sealed by Velez, Joaquin, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed Copies Of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 560 lb uplift at joint 2, 1365 lb uplift at document are not considered joint 18 and 771 lb uplift at joint 11. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Data: November 9,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111-7473 rev. 5l19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall H AV t iTek� building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses andtruss systems, see ANSUTP/f quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Za-a-U su-U-U 35.8-0 42-6-0 44-8-0 2-0-0 7-M 3-10-0 3-10-0 5-0-0 5-6-0 5-0-0 5-0 0 7-0-0 2-0-0 6x8 = 44 = 5x6 = 6.00 12 3 4 33 634 35 3x5 = CX4 11 3x5 11 -iR WON 24 23 44 22y^y — 3x8 = J^� — 18 3x4 II 4x8 = 3x4 11 3x4 II 45 17 16 1514 4x4 = 3x6 = 4x5 = 6x8 = 46 7-0 0 10.10-0 14 8-0 20.2-0 25 8-0 30-8-0 35 8-0 8- 42-B-0 7-0 0 3-10-0 3-10-0 5.6-0 5-0-0 5-M 5-0-0 -0- 6-0.0 Scale = 1:77.7 d 41 1i0 A 1213IZ 12i 47 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.18 20-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.40 20-21 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) -0.15 14 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(ILL) 0.53 20-21 >825 240 Weight: 522 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 *Except* 3-7,7-10: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 *Except* 5-22,8-18: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 11-14: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 14=0-8-0 Max Horz 2=371(LC 11) Max Uplift 2=1120(LC 9), 14=2114(LC 9) Max Grav 2=1692(LC 21), 14=2827(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-11-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-31=-2850/4876, 31-32=-2837/4880, 3-32=2748/4898, 3-4=-3266/5852, 4-33=5168/9040, 33-34=5168/9040, 34-35=-5168/9040, 5-35=-5168/9040, 5-6=5221/8944, 6-7=5221/8944, 7-8=5221/8944, 8-36=3949/6469, 36-37=3949/6469, 37-38=-3949/6469, 9-38=-3949/6469, 9-10=-1689/972, 10-39=-1973/1112, 11-39=1965/1090, 11-40=2515/1444, 40-41=2383/1241, 12-41=2329/1159 BOT CHORD 2-42=-4505/2458, 42-43=-4505/2458, 24-43=-4505/2458, 23-24=-4533/2465, 23-44=501/253, 22-44=501/253, 5-21=-275/175, 20-21=9073/5259, 19-20=6490/4031, 8-19=-895/1243, 16-17=-1979/1494, 15-16=-1979/1494, 14-15=-1066/2123, 14-46=-1148/2374. 46-47=114812374, 1247=1148/2374 WEBS 3-24=-758/263; 4-21=-3825/2282, 5-20=-155/284, 6-20=418/306, 8-20=-2538/1398, 9-19=-4701/2750,9-17=-288/51,10-15=-2105/1150,10-14=-1395/2480,11-14=-962/1569, 4-23=-1565/2452, 3-23=-1836/1109, 21-23=5590/3127, 17-19=-1814/1342, 9-15=-2587/4652 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 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 USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: NnVPnnht=r Q qn,)1 3) Unbalanced roof live loads have been considered for this design. - -"'--' -'--- ' m0ontinueolonipage: ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type QrY Ply BILLIS RESIDENCE 77930 G HIP 1 T25912311 2 Job Reference (optional) -----•-- •-••• •� tr.aau suul l6zuzl MlleK Industries, Inc. Tue Nov 916:03:472021 Paget NOTES- ID:4tBbed8VbYEjpOwaV5X9TayM L6T-B E5RQLZifySalbtRM50roE l7 W tUTcyd3oiFl_YyL2CA 4) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 7-0-0, Exterior(2R) 7-0-0 to 13-0-7, Interior(1) 13-0-7 to 35-8-0, Exterior(2R) 35-8-0 to 41-8-7, Interior(1) 41-8-7 to 44-8-13 zone; cantilever right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1120 lb uplift at joint 2 and 2114 lb uplift at joint 14. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-10=70, 10-39=-70, 13-39=-11O(F=40), 22-25=20, 19-21=-20, 18-28=20 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 511912020 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 �I a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �i�AA� I' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i Vl iTei(• 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLISRESIDENCE T25912312 77930 G1 HIP 1 1 Job Reference (optional) goers I russ, Tort Nlerce, I-L - 349td2, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:11 2021 Page 1 ID:4tB bed8VbYEjp OwaV5X9TayM L6T-QgRDvz9 C9 Wgm Egl IV9X4xnfzwegjXBrZwsf DMTyLHIQ 3fi-4-8 -2-0-0 638 9.0.0 14$0 20.2-0 25.8.0 30.8-0 36-4-0 42-8-0 44-8-0 2-0-06.3•a 2.8-7 0 5-6-0 ii 6 o a-0.0 2.8.0 0- 8 6-3.9 2.0.0 Scale = 1:77.7 5x8 = 6.00 FIT -� 4 d 3x8 = 3x4 II 3x6 = 3x4 II 30 531 32 6 7 a 8x10 = 33 34 35 a e 14 3839 3x5 i 6x8 = 3x4 II 3x4 II 3x6 = 3x6 = 33-8-0 6x8 = 3x6 11 M d 4 2l$I LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.57 BC 0.52 WB 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wtnd(LL) in (loc) Vdefl Ud -0.20 18-19 >999 360 -0.46 18-19 >941 240 0.13 13 n/a n/a 0.28 18-19 >999 240 PLATES GRIP MT20 244/190 Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 3-9-15 oc pudins. BOT CHORD 2x4 SP M 30 -Except- BOT CHORD . Rigid ceiling directly applied or 4-9-8 oc bracing. 5-20,8-16: 2x4 SP No.3 WEBS 1 Row at midpt 9-17 WEBS 2x4 SP No.3 *Except* 9-17: 2x4 SP M 30, 10-13: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 13=0-8-0, 11=0-8-0 Max Harz 2=245(LC 11) Max Uplift 2=871(LC 12). 13=1615(LC 12), 11=905(LC 21) Max Grav 2=1584(LC 1). 13=3238(LC 1), 11=41(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2620/1476, 3-4=-2353/1389, 4-5=3191/1836, 5-6=3220/1843, 6-8=2064/1265, 8-9=-2080/1293, 9-10=157/638, 10-11=1090/2501 BOT CHORD 2-21=-1102/2327, 5-19=-427/359, 18-19=1344/3028, 17-18=-1344/3028, 8-17=-533/430, 13-15=-2164/1176,11-13=2164/1176 WEBS 3-21=-403/361, 19-21 =-808/1 950, 4-19=-724/1386, 6-19=166/270. 6-18=0/262, 6-17=-1143/584, 15-17=-600/486, 9-17=152012876, 9-15=-1754/934, 10-15=1056/2518, 10-13=-3082/1531 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 9-0-0, Exterior(2R) 9-0-0 This item has been to 15-0-7, Interior(1) 15-0-7 to 33-8-0, Exterior(2R) 33-8-0 to 39-8-7, Interior(1) 39-8-7 to 44-8-13 zone; porch right exposed;C-C for electronically signed and 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 to the this using a Digital Signature. use of 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2, 1615 lb uplift at signature must be verified joint 13 and 905 lb uplift at joint 11. On any electronic Copies. Joaquin Velez PE No.68182 MIek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date; November 9,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hill-7473 rev. 5119/2020 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 i �• 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 ANSUlP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Oty Ply BILLISRESIDENCET25912313 FPs 77930 G2 1 1 Job Reference (optional) Chambers I russ, tort Pierce, FL - 349dZ. 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:13 2021 Page 1 ID:4tBbedBVbYEjpOwaV5X9TayML6T-M3Z_KfASh7wUTzS7caZY1CkNIRtt?AusOA8KRMyLH10 2-0 0 , 5-9 4 11-0-0 12�-0 14' 212-0 25�-0 31-8-0 36�-0 42-M 44:8-0 2-0-0 1 0 2 4-0 5-0-0 5 6 0 6-0-0 4 8 0 6-4-0 2-0-0 3x8 = Us = 4x6 = 3x6 = 5x8 = 4 533 634 35 7 8 9 36 37 10 3x5 = 6x10 = 14-8-0 4x8 = 3x6 3x6 = Scale = 1:77.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.16 14-30 >480 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.09 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.02 14 file n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MS Weight: 272 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc pudins. BOT CHORD 2x4 SP M 30 -Except- BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-21,9-17: 2x4 SP No.3 WEBS 1 Row at midpt 7-20 WEBS 2x4 SP No.3 *Except* 5-22,11-14: 2x6 SP No.2 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=289(LC 11) Max Uplift All uplift 100 lb or less at joints) except 2=544(LC 12), 22=1261(1_10 12), 14=-735(LC 12), 12=-419(LC 12) Max Grav All reactions 250lb or less atjoint(s) except 2=382(LC 21). 22=2088(LC 1). 14=1406(LC 22), 12=283(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=72/883, 3-4=179/683, 4-5=340/729, 5-6=222/350, 6-7=-218/338, 7-9=952/595, 9-10=-950/602, 10-11=-618/435, 11-12=-16/382 BOT CHORD 2-24=-607/9, 23-24=-607/9, 22-23=557/502, 6-20=-317/267, 19-20=-5/672, 18-19=-5/672, 9-18=-4351360, 14-16=267/186, 12-14=267/186 WEBS 3-24=-693/254, 3-23=-610/1293, 4-23=1018/322, 4-22=809/1321, 5-22=875/364, 20-22=-767/860, 5-20=-329/898, 7-20=1223/721, 7-19=01256, 7-18=-324/389, 16-18=-11/419, 10-18=-230/621, 10-16=-462/193, 11-16=215/857, 11-14=1259/641 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=431t eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 11-0-0, Exterior(2R) 11-0-0 to 17-0-7, Interior(1) 17-0-7 to 31-8-0, Exterior(2R) 31-8-0 to 37-8-7, Interior(1) 37-8-7 to 44-8-13 zone; porch 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) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint 2, 1261 lb uplift at joint 22, 735 lb uplift at joint 14 and 419 lb uplift at joint 12. 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 USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Data: November 9,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 IV IiTek• 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/fPil Duality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnformaeon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply BILLIS RESIDENCE T25912314 77930 G3 HIP 1 1 Job Reference (optional) s Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:15 2021 Page 1 ID:4tB bed8VbYEj pOwaV5X9TayML6T-J RhkILCi DIACj H cWk?bO6dghAFVhT1 ?9rUd RV EyLH IM 14-e-0 -2-0-0 I fi-9-4 I 124-0 13" 20.20 25-8-0 _ 29-8-0 36-0-0 42- 44-a-0 L-il-I/ IN � 5-6-12 0-e-01-8-0 ' S40 5x12 i 4x5 = 8.00 12 5 6 733 3x4 II 3x6 = 4x5 = 5x8 = 34 8 9 35 10 36 11 3x6 = 3x4 II 6x10 = 3x4 11 3x4 II 3x8 = 3x6 = 3x6 3x4 II 144W Scale = 1:79.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.18 25-28 >818 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.10 25-28 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.02 16 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Weight: 267 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 7-23,10-19: 2x4 SP No.3 10-0-0 oc bracing: 20-21,19-20. WEBS 2x4 SP No.3 *Except* 12-16,5-24: 2x6 SP No.2 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=334(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=547(LC 12), 24=1258(1_10 12), 16=-727(LC 12). 14=-426(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=431(LC 21), 24=2025(LC 1), 16=1391(LC 22), 14=316(LC 22) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-114/685, 4-5=379/693, 7-8=663/402, 8-10=663/402, 10-11=874/546, 11 -1 2=-794/469, 12-14=0/288 BOT CHORD 2-25=-418/40, 24-25=-418/40, 7-22=1048/741, 21-22=-263/683, 20-21=62/885 WEBS 4-25=-764/278, 4-24=-653/1369, 22-24=-626/820, 7-21=702/1093, 8-21=419/333, 10-21=-345/282, 18-20=0/599, 11-20=103/486, 11-18=425/151, 12-18=172/819, 12-16=-1251/698, 5-24=-1291/544, 5-22=251/899 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 13-0-0, Extedor(2R) 13-0-0 to 19-0-7, Interior(1) 19-0-7 to 29-8-0, Exterior(2R) 29-8-0 to 35-8-7, Interior(1) 35-8-7 to 44-8-13 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 547 lb uplift at joint 2, 1258 lb uplift at joint 24, 727 lb uplift at joint 16 and 426 lb uplift at joint 14. 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 USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Data: November 9,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/19/2020 BEFORE USE. M Design valid for use only with Tek® connectors. This design Is based any upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is ahvays 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 o1 trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply BILLIS RESIDENCET25912315 THI 77930 G4 1 1 Job Reference (optional) ars Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:17 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6T-FgoUA1 DzIMRwyblvrQeUB2v?53DaxwDSJo6Ya7yLHIK i5-0-o -2-0-0 6 4 12-4-0 14-8-0 21-0-4 z69-0 27-8-0 35.6.0 42-8-0 aa-9-0 2-a0 5.10-12 2-4-0 0.4.0 6-0-4 4.7-12 2-a0 7-ta0 7-2-0 2-a0 Scale = 1:79.0 3x4 II 3x6 = 6.00 F12 3x8 = a.,a _ 6 7 8 32 5x6 = 17 3x5 = 3x5 —_ 3x4 II 6x10 = 3x4 II 3x4 II 3x6 = 6xB = 14-M LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.46 BC 0.49 WB 0.84 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.14 14-16 >999 360 -0.31 14-16 >999 240 0.07 12 n/a n/a 0.14 23-26 >999 240 PLATES GRIP MT20 244/190 Weight: 266 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins. BOT CHORD 2x4 SP M 30 -Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-21: 2x4 SP No.3 WEBS 1 Row at midpt 11-18, 8-20, 14-18 WEBS 2x4 SP No.3 *Except* 5-22: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 22=0-8-0, 12=0-8-0 Max Harz 2=378(LC 11) Max Uplift 2=510(LC 12), 22=1430(LC 12), 12=746(LC 12) Max Grav 2=388(LC 21), 22=2739(LC 2), 12=1662(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/595, 3-5=485/1064, 5-6=-147/372, 7-8=76/292, 8-9=-1585/813, 9-11=-1831/780, 11-12=2688/1099 BOT CHORD 2-23=-664/45, 22-23=-664/45, 6-20=-416/311, 19-20=-13/1037, 18-19=-13/1037, 12-14=-824/2301 WEBS 3-23=-727/272, 3-22=-709/1329, 5-22=1980/779, 20-22=995/854, 5-20=-487/1484, 8-19=0/401, 8-18=380/739, 9-18=0/319, 11-18=-928/578, 8-20=18341884, 14-18=-815/2238 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 15-0-0, Exterior(2R) This item has been 15-0-0 to 21-04, Interior(1) 21-0-4 to 27-8-0, Extedor(2R) 27-8-0 to 33-8-7, Interior(1) 33-8-7 to 44-8-13 zone; porch left electronically signed and 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 to the truss using a Digital Signature. use of this 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 510 lb uplift at joint 2, 1430 lb uplift at signature must be verified joint 22 and 746 lb uplift at joint 12. On any electronic Copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111-7473 rev. 5l19/2020 BEFORE USE. -- valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ISO' 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 ANSIMP/f quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RESIDENCET25912316 77930 G5 HIP TB11b[LIS Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MTek Industries, Inc. Mon Nov 8 09:22:18 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6TIOMtNNEbWgZnaIK5P79jkGSCtSY4gM6bXSr56ZyLHIJ 5 4 12 4-0 17-0-0 21 4-0 25 B-0 31-1113 36-7-11 42-8-0 44 8-0 6 5 4 S 10-12 4 8 0 4-4-3 4 4-0 5-5 13 5 5 13 6 0 5 2-0 0 m d 5x6 = 6.00 F12 3x4 = 5x6 — 29 7 30 8 Scale = 1:77.7 3x5 = 3x4 II 6x8 = 3x6 = 4x10 = U8 = 3x6 = 3x4 = 3x5 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrPI2014 CSI. TIC 0.33 BC 0.53 WB 0.93 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) VdeO Ud -0.16 16-17 >999 360 -0.28 16-17 >999 240 0.04 12 n/a n/a 0.14 20-23 >999 240 PLATES GRIP MT20 244/190 Weight: 257 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-14 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP ND.3 *Except* WEBS 1 Row at midpt 6-17, 7-17, 9-16 5-19: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 19=0-8-0, 12=0-8-0 Max Horz 2=422(LC 11) Max Uplift 2=-512(LC 12), 19=1432(LC 12), 12=751(LC 12) Max Grav 2=455(LC 21), 19=2590(LC 2), 12=1698(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=189/582, 3-5=507/879, 5-6=-532/301, 6-7=395/318, 7-8=1246/715, 8-9=-1447/709, 9-11=-2461/1032, 11-12=-2726/1110 BOT CHORD 2-20=-581/137, 19-20=-581/137, 17-19=780/818, 16-17=01850, 14-16=-513/1730, 12-14=-839/2363 WEBS 3-20=-734/281, 3-19=-703/1304, 5-19=2166/1237, 5-17=799/1651, 7-17=11261665, 7-16=-351/810, 8-16=-73/296, 9-16=-935/570, 9-14=-218/739, 11-14=-461/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 17-0-0, Exterior(21R) 17-0-0 to 23-0-7, Interior(1) 23-0-7 to 25-8-0, Exterior(2R) 25-8-0 to 31-8-7, Interior(1) 31-8-7 to 44-8-13 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 6) • This truss has been designed for a live load of 20.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 512 lb uplift at joint 2, 1432 Ib uplift at signed and sealed and the joint 19 and 751 lb uplift at joint 12. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTtik USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date. November 9,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg-7473 rev. 5/192020 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 ANSLITP11 Quality Criteria, DSB.89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty PlyTB11bLLIS RESIDENCEI 77930 ] G6 HIP T25912317 P4......4...... T-...... Reference o tional -•- • •-- • -• • • •-• •- - �,� OAOU s Hug 10 zuzl ml I eK inoustnes, Inc. Mon Nov t3 09:22:19 2021 Pagel ID:4tBbed8VbYEjpOwaV5X9TayML6T-BCwFbiFDHzheCuvHzrgyGT_N srTPpLkm6bfe?yLHll -2.0.0 6-5-4 12 4-0 19-0-0 23�-0 29 9-13 35-11-11 42-M 44.8-0 2-0-0 6-5-0 5-10-12 6-8-0 4-8-0 5-1-13 6-1-13 6-8-5 2-0-0 Scale = 1:77.7 5x8 = 6.o0 12 5x6 = 3x5 = 3x4 II 6x8 = 3x6 = 04 = US = U6 = 3x4 = 3x5 = LOADING (psf) TCLL 20.0 TCDL 15.0 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 CS1. TC 0.37 BC 0.65 WB 0.86 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.23 13-15 >999 360 -0.40 13-15 >913 240 0.04 11 n/a n/a 0.15 19-22 >999 240 PLATES GRIP MT20 2441190 Weight: 254 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-16, 6-16, 6-15, 8-15 5-18: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 18=0-8-0, ll=0-8-0 Max Horz 2=-466(LC 10) Max Uplift 2=-541(LC 12), 18=1392(LC 12), 11=763(LC 12) Max Grav 2=504(LC 21), 18=2540(LC 2), 11=1723(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=287/657, 3-5=-41W761, 5-6=-859/447, 6-7=1065/679, 7-8=1253/659, 8-10=-2431/1023,10-11=-2731/1113 BOT CHORD 2-19=-5361189, 18-19=536/189, 16-18=-648/728, 15-16=0/684, 13-15=-460/1627, 11-13=832/2361 WEBS 3-19=-744/257, 3-18=-656/1279, 5-18=2036/1212, 5-16=735/1520, 6-16=816/560, 6-15=-497/983, 8-15=-10691630, 8-13=249/869, 10-13=521/383 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 2-2-7, Interior(1) 2-2-7 to 19-0-0, Exterior(2E) 19-0-0 to 23-8-0, Exterior(2R) 23-8-0 to 29-9-13, Interior(1) 29-9-13 to 44-8-13 zone; porch left 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. 4) Provide adequate drainage to prevent water ponding. Sealed b Velez, Joaquin, PE y Q 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Using a Digital Signature. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-13 0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = IO.Opsf. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 2, 1392 lb uplift at signed and sealed and the joint 18 and 763 lb uplift at joint 11. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 9,2021 WARNING - Vediy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7470 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 property incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members ony. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSNTP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type Oty Ply BILLIS RESIDENCE 77930 TGrRS Monopitch Girder 1 1 T25912318 Chamhwrs Tnrec Fnn Di--- FI _ 9A0w0 Job Reference (optional) nuy ru cuc r wa I un Irluustries, Inc. Mon NOV O Uti2Z:ZU ZUZ1 Pagel ID:4tBbed8VbYEjpOwaV5X9TayML6T-fPUdo2Gr1 HpVp2UUWYBBphXZDGEF8Siu7mKCBSyLHIH 2-4-12 5.0.0 2-4-12 2-7.4 Scale = 1:17.0 4x4 - HUS26 3x4 II 5-0-0 5-M Plate Offsets (X,Y)— (1:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.05 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.10 5 >567 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 4 file n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MP Wind(LL) 0.07 5 >804 240 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc pudins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 1=0-8-0, 4=Mechanical Max Horz 1=140(LC 21) Max Uplift 1=318(LC 8). 4=601(LC 8) Max Grav 1=724(LC 25), 4=1126(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-219/293 NOTES- 1) Wind: ASCE 7-16: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. il; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 318 lb uplift at joint 1 and 601 lb uplift at joint 4. 7) Use USP HUS26 (With 14-16d nails into Girder'& 6-16d nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 2-4-12 This item has been from the left end to 4-4-12 to connect truss(es) to back face of bottom chord. electronically signed and 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) loads sealed d by Velez, Joaquin, PE section, applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. LOAD CASE(S) Standard Printed copies of this 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not considered Uniform Loads (plf) Vert: 1-3=70, 1-4=20 signed and sealed and the Concentrated Loads (lb) signature must be verified Vert: 5=-810(B) 8=559(B) on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33810 Data: November 9,2021 ® WARNING - verify design parameters and READ NOTES 014 THIS AND INCLUDED MITEK REFERENCE PAGE 10I-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 onty. Additional temporary and permanent bracing Is ahvays required for to MiTek stability and 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 ANSMI1 Quality Criteria, DSB-89 and SCSI Building Component SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply BILLIS RESIDENCE T25912319 77930 GRA Hip Girder 2 1 Job Reference o tional �C"_ or, err: � -. Q4' 6.43U S Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:22 2021 Page l ID:4tBbedBVbYEjpOwaV5X9TayML6T-bncNDkH5Zu3D3MesezEfu6c174xec9PBS4pJFKyLHIF 2 0 0 3-9 4 7-0-0 11-5-15 1510-1 20.4-0 23E-12 27-4-0 29 4 0 2-0-0 3-94 3-2-12 4-5.15 4-4-3 4-5-15 3-2-12 3-94 2-0.0 Scale = 1:51.5 4x6 = 3x4 = 3x8 = 5x6 3 18 194 20 21 22 235 24 25 6 bXb = 4x5 = 3x4 = . "" "- — 3x4 11 4x5 = 5x6 = 3-9-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.31 10-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.41 10-12 >792 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix -MS Weight: 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=184(LC 24) Max Uplift 2=1624(LC 8), 7=1673(LC 8) Max Grav 2=2617(LC 29), 7=2664(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4958/2932, 3-4=-4442/2728, 4-5=5568/3469, 5-6=-4522/2825, 6-7=5085/3040 BOT CHORD 2-13=-2399/4453, 12-13=3174/5612, 10-12=-3229/5638, 9-10=3229/5638, 7-9=-2495/4455 WEBS 3-13=-820/1597, 4-13=-1581/982, 4-12=-92/390, 5-10=60/392, 5-9=-1503/925, 6-9=-847/1608 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 1624 lb uplift at joint 2 and 1673 lb uplift at joint 7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 324 lb down and 380 lb up at 7-0-0. 211 lb down and 197 lb up at 9-0-12, 216 lb down and 213 lb up at 11-0-12, 216 lb down and 213 lb up at 13-0-12, 216 lb down and 213 lb up at 14-3-4. 216 lb down and 213 lb up at 16-3-4, and 216 lb down and 213 lb up at 18-3-4, and 398 lb down and 393 lb up at 20-4-0 on top chord, and 419 lb down and 239 lb up at 7-0-0, 91 lb down and 22 lb up at 9-0-12, 96 lb down and 38 lb up at 11-0-12, 96 lb down and 38 lb up at 13-0-12, 96 lb down and 38 lb up at 14-3-4, 96 lb down and 38 lb up at 16-3-4, and 96 lb down and 38 lb up at 18-3-4, and 454 lb down and 303 lb up at 20-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 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 USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 lituoritirluealuilpageli- A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. M Design valid for use only with Tek® 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 me applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Cdfeda, DSB-69 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912319 77930 GRA Hip Girder 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Aug 16 2021 MTek Industries, Inc. Mon Nov 8 09:22:22 2021 Page 2 ID:4tBbed8VbYEjpOwaV5X9TayML6T-bncNDkH5Zu3D3MesezEfu6cl?4xec9PBS4pJFKyLHIF LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-6=70, 6-8=70, 2-7=20 Concentrated Loads (lb) Vert: 3=205(17) 6=205(F) 11=78(F) 13=-337(F) 9=-454(F) 18=134(F) 19=144(F) 20=-144(F) 23=144(F) 24=144(F) 25=-144(F) 26=-67(F) 27=78(F) 28=78(F) 29=-78(F) 30=-78(F) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE 77930 GRD HIP GIRDER 1 T25912320 Job Reference o floral -_-- --- - - -- nuy iv uJeltlJ, rrlU. w—I IVUV 0Uy:GL:L1 LOCI rage l 1 D:4tBbedBVbYEjpOwaV5X9TayM L6T-y1 PG G RLEO RhV97 Wq R Wpgb9JiH 5eS HV2wcMX4xYyLH IA -2-0.0 3-9-4 7-0.0 11-10-8 16-7-4 21-4-0 26-0-12 30-9.8 35-8-0 38-10-12 42-8-0 2 0 0 3 9-0 3-2-12 4-10 8 4A 12 4 8 12 4 8 12 4 8-12 4-10 8 3-2-12 3-9 4 5x6 = 3x4 = 3x4 = 6.00 12 3 24 25 4 26 27 28 295 30 5x8 = 3x4 = 3x4 = = 31 6 32 7 33 34 35 36 8 37 38 39 9 5x6 Scale = 1:75.2 ' 40 41 ,0 42 17 43 44 45 10 46 19 47 1348 1149 50 51 11 06 — 4x5 = 10x18 MT20HS —_ 3x4 11 04 = 4x4 = 4x5 = 4x6 _ 4x4 = 4x4 = 10x18 MT20HS = LOADING (psf) TCLL 20.0 TCDL 15.0 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(rP12014 CSI. TIC 0.54 BC 0.39 WB 0.62 Matrix -MS DEFL. in Vert(LL) 0.64 Vert(CT) -0.88 Horz(CT) 0.17 (loc) Vdefl L/d 15 >797 240 15 >584 240 10 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 500 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 8-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 2=0-8-0 Max Horz 2=188(LC 7) Max Uplift 10=2248(LC 8). 2=2391(LC 8) Max Grav 10=3943(LC 1), 2=4078(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=8209/4659, 3-4=-7413/4303, 4-5=10500/6119, 5-6=12448/7224, 6-7=12502/7261, 7-8=10604/6187, 6-9=-7503/4428, 9-10=8349/4794 BOTCHORD 2-19=-4034/7340, 18-19=-5916/10551, 16-18=7021/12448, 15-16=-7471/13221, 14-15=-7471/13221, 12-14=7058/12502, 11-12=5984/10604, 10-11=-4157/7375 WEBS 3-19=-1573/3009, 4-19=-3993/2253, 4-18=-786/1663, 5-18=-2429/1371, 5-16=-309/838, 6-16=-983/559,6-15=-18/494,6-14=-945/513, 7-14=-286/817, 7-12=-2382/1332, 8-12=-746/1630, 8-11=-3924/2183, 9-11 =-1 625/3049 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to This item has been ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. electronically Signed and 3) Unbalanced roof live loads have been considered for this design. Sealed by Velez, Joaquin, PE 4) Wind: ASCE 7-16: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this to the use of this truss component. document are not considered 6) Provide adequate drainage to prevent water ponding. Signed and Sealed and the 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signature must be Verified 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 on any electronic copies. will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 2248 lb uplift at joint 10 and 2391 lb MiTek USA, Inc. FL Cott 6834 uplift at joint 2. 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 9 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 BEFORE USE Design valid for use ony with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A iTek� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members ony. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iVi fabdeation. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply BILLIS RESIDENCE 77930 GIRD HIP GIRDER 1 T25912320 Job Reference o tional �^ • ��• 15.43u S Aug 1 ti 1UZ1 MI I eK Industries, Inc. Mon Nov 8 09:22:27 2021 Page 2 NOTES- ID:4tBbed8VbYEjpOwaV5X9TayML6T-yIPGGRLEORhV97WgR Wpgb9JiH5eSHV2wcMX4xYyLHIA 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 324lb down and 385 lb up at 7-0-0, 211 lb down and 197 lb up at 9-0-12, 211 lb down and 197 lb up at 11-0-12, 211 lb down and 197 lb up at 13-0-12, 211 lb down and 197 lb up at 15-0-12, 211 lb down and 197 lb up at 17-0-12, 211 lb down and 197 lb up at 19-0-12, 211 lb down and 197 lb up at 21-0-12, 211 lb down and 197 lb up at 21-7-4, 211 lb down and 197 lb up at 23-74, 211 lb down and 197 lb up at 25-74, 211 lb down and 197 lb up at 27-7-4, 211 lb down and 197 lb up at 29-74, 211 lb down and 197 lb up at 31-74, and 211 lb down and 197 lb up at 33-74, and 392 lb down and 382 lb up at 35-8-0 on top chord, and 419 lb down and 239 lb up at 7-0-0, 91 lb down and 22 lb up at 9-0-12, 91 lb down and 22 lb up at 11-0-12, 91 lb down and 22 lb up at 13-0-12, 91 lb down and 22 lb up at 15-0-12, 91 lb down and 22 lb up at 17-0-12, 91 lb down and 22 lb up at 19-0-12, 91 lb down and 22 lb up at 21-0-12, 91 lb down and 22 lb up at 21-7-4, 91 lb down and 22 lb up at 23-7-4, 91 lb down and 22 lb up at 25-7-4. 91 lb down and 22 lb up at 27-7-4, 91 lb down and 22 lb up at 29-74, 91 lb down and 22 lb up at 31-7-4, and 91 lb down and 22 lb up at 33-74, and 443 lb down and 287 lb up at 35-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=70, 3-9=70, 9-10=70, 2-10=-20 Concentrated Loads (lb) Vert: 3=-205(B) 9=195(B) 19=-337(B) 6=-268(B) 15=134(B) 11=443(B) 24=-134(B) 26=134(B) 27=134(B) 29=-134(B) 30=134(B) 31=134(B) 32=-134(B) 33=-134(B) 35=134(B) 36=134(B) 38=134(B) 39=134(B) 40=-67(B) 41=-67(B) 42=67(B) 43=67(8) 44=67(B) 45=-67(B) 46=-67(B) 47=67(B) 48=67(1]1) 49=-67(B) 50=-67(B) 51=67(B) WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MIITEK 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 ony. Additional temporary and permanent bracing M iTek• Is always requlred 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?p/1 Quality Criteria, DSBA9 and BCS1 Building Component 6904 Parke East Blvd. Saterylnrormatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type City Ply BILLIS RESIDENCET25912321 T 77930 GRG IRDER 1 1 Job Reference o tional a.96u s Aug io YU21 MI I eK Inaustrles, Inc. Mon NOV 6 UU:2Z:3U 2U21 Page 1 ID:4tBbedBVbYEjpOwaV5X9TayML6T-MK5PvTN6hM340bFP6fNXDoxD W bfUmDMIKIkXIyLHl7 2 0 0 5 0 0 8 6 14 12-0-0 14 8-0 16 7 4 21-2 8 25�-0 28-0-0 32-9-10 37 8-0 5 8-0 44 8-0 2-0-0 5-0-0 3-6-14 3-5-2 2�-0 1-11-4 4-7-4 4-5-8 2�-0 4-9-10 4-10-6 5-0-0 2-0-0 "Special" indicates special hanger(s) or other connection device(s) required at location(s) Scale = 1:81.2 shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss Special Special Special Special designs in this job. 7x14 = Special Special Special Special 8x10 = Special Special 6x8 = Special 6.00 FIT 4x10 = 3x4 11 6x8 = 10x18 MT20HS = 3x4 11 Special 4x10 = Special 6x8 — 3 4 5 33 34 6 735 36 8 37 389 10 39 40 4142 ga 45 44 48 12 45 = 3x4 II 5x14 = "' 47 GO O14 II Special rxo — 3x4 11 3x8 11 Special Special Special 10x18 MT20HS = 3x4 II HUS26 Special ,a 54 10 55 45 =10x10 = 602 = Special Special Special Special B 57 " 58 16 59 10 3x4 11 4x8 = 05 = Special Special Special Special 5-0-0 , B-6-14 , 12-0-0 , 14.8-0 ,16-7-4 , 21-2-8 25-8-0 , 28-0-0 , 32-9-10 4x5 = d 4Ig LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.48 BC 0.74 WB 0.98 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl Lid -0.37 25-26 >920 360 -0.82 25-26 >411 240 0.16 18 n/a n/a 0.53 25-26 >637 240 PLATES MT20 MT20HS Weight: 286 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins. 1-3,12-14: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. BOT CHORD 2x6 SP No.2 'Except' WEBS 1 Row at midpt 11-18. 8-20 20-24: 2x6 SP 240OF 2.OE, 9-19: 2x4 SP M 30 2 Rows at 1/3 pts 7-21 WEBS 2x4 SP M 30 *Except* 8-21,18-20,10-20,11-18,11-15,3-27,23-25,7-22,7-21: 2x4 SP No.3 10-18: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 18=0-8-0, 13=0-8-0 Max Horz 2=-158(LC 6) Max Uplift 2=970(LC 8), 18=2916(LC 8), 13=-729(LC 25) Max Grav 2=1730(LC 17), 18=4610(LC 1), 13=168(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3127/1520, 3-4=-4261/2207, 4-5=8353/4225, 5-7=8591/4334, 7-8=2140/983, 8-9=-2206/4171, 9-10=-2255/4288, 10-11=2429/5002, 11-12=0/924, 12-13=0/990 BOT CHORD 2-28=-117112740, 27-28=-1170/2748, 26-27=-215/445, 23-24=-3188/6811, 22-23=-3188/6811,21-22=-3188/6811,20-21=749/2165,9-20=-554/286,18-19=-643/354, 17-18=2423/509, 15-17=2423/509, 13-15=-798/0 WEBS 24-26=-388/720, 8-21=635/1420, 18-20=-4668/2469, 10-20=139/860, 10-18=822/456, 11-18=3149/2406, 11-15=1006/1907, 12-15=791/105, 4-27=2042/1059, 24-27=-1823/3959,3-27=-978/1884,4-24=-2168/4394,23-25=-265/518,7-22=-92/378, 7-24=-958/1865, 8-20=-6535/3331, 7-21=4930/2547 This.item has been NOTES- electronically signed and 1) Unbalanced roof live loads have been considered for this design. Sealed by Velez, Joaquin, PE 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp Encl., Digital Signature. using 9 a g 9 C; GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this to the use of this truss component. document are not considered 4) Provide adequate drainage to prevent water ponding. Signed and Sealed and the 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signature must be Verified 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide on any electronic copies. will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 970 lb uplift atjoint 2, 2916 lb uplift at MiTek USA, Inc. FL Cert 8834 joint 18 and 729 lb uplift at joint 13. 6904 Parke East Blvd. Tampa FL 33610 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 13-0-12 from the left end to connect Date: truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. November 9,2021 10) Fill all nail holes where hanger is in contact with lumber. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 Inv 1• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sofetyinformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty RESIDENCET25912321 77930 GRG HIP GIRDER 1 �7BIbLLIS Reference o tional L:namoers I russ, t-on Pierce, t-L - 3496Z, 6.430 s Aug 16 ZU21 MITek Industries, Inc. Mon Nov 8 09:22:30 2021 Page 2 ID:4lBbed8VbYEjpOwaV5X9TayML6T-MK5PvTN6hM34ObFP6fNXDoxD WlbfUmDMIKIkXtyLH17 NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 Ib down and 134 Ib up at 15-0-12, 190 Ib down and 134 Ib up at 17-0-12, 190 Ib down and 134 Ib up at 19-0-12, 190 Ib down and 134 Ib up at 21-0-12, 190 Ib down and 134 Ib up at 23-0-12, 190 Ib down and 134 Ib up at 25-0-12, 162 Ib down and 129 Ib up at 27-0-12, 86 Ib down and 126 Ib up at 29-0-12, 86 Ib down and 126 Ib up at 29-7-4, 86 Ib down and 126 Ib up at 31-7-4, 86 Ib down and 126 Ib up at 33-7-4, and 86 Ib down and 126 Ib up at 35-7-4, and 284 Ib down and 334 Ib up at 37-8-0 on top chord, and 22 Ib down at 15-0-12, 22 Ib down at 17-0-12, 22 Ib down at 19-0-12, 22 Ib down at 21-0-12, 22 Ib down at 23-0-12, 22 Ib down at 25-0-12, 53 Ib down at 27-0-12, 36 Ib down and 46 Ib up at 29-0-12, 36 Ib down and 46 Ib up at 29-7-4. 36 Ib down and 46 Ib up at 31-7-4, 36 Ib down and 46 Ib up at 33-7-4, and 36 Ib down and 46 Ib up at 35-7-4, and 82 Ib down and 128 Ib up at 37-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-12=70, 12-14=-70, 2-25=20, 20-23=20, 13-19=20 Concentrated Loads (lb) Vert: 6=98(F) 12=119(F) 8=98(F) 21=-8(F) 15=-47(F) 35=-98(F) 36=-98(F) 37=98(F) 38=98(F) 39=69(F) 41=-48(F) 42=-48(F) 44=48(F) 45=48(F) 46=48(F) 47=-1105(F) 49=8(F) 50=8(F) 51=8(F) 52=8(F) 53=-8(F) 54=-33(F) 55=-25(F) 56=-25(F) 57=-25(F) 58=25(F) 59=25(F) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/I92020 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 sot a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANS11rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912322 77930 GRK Hip Girder 1 1 1" _�_ - r^ -- Job Reference (optional) • •- ••--•- - a.adU s Aug 1 t ZUz1 mt i eK Inoustnes, Inc. Mon Nov 8 09:22:32 2021 Pagel ID:4tBbed8VbYEjpOwaV5X9TayML6T-JjC9K9PNDzKoFuPnD3P71D1 dd6NuyuPfmdErclyLH15 -2-M 5-0.0 8-M 13-0-0 2-M 6-0-0 3-M 5-0-0 4x8 = 14 15 4x4 = Scale = 1:24.6 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20201rP12014 CSI. TIC 0.25 BC 0.31 WB 0.10 Matrix -MS DEFL. in (loc) Udefl Lid Vert(LL) 0.05 6-10 >999 240 Vert(CT) -0.06 6-10 >999 240 Horz(CT) 0.02 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 56 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-8-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0 Max Horz 2=131(LC 24) Max Uplift 5=581(LC 8), 2=779(LC 8) Max Grav 5=819(LC 1), 2=986(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1393/1046, 3-4=-1218/1031, 4-5=1419/1083 BOT CHORD 2-7=-870/1201, 6-7=-876/1209, 5-6=-879/1209 WEBS 3-7=111/267, 4-6=120/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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. This item has been 7) Refer to girder(s) for truss to truss connections. electronically signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 lb uplift at joint 5 and 779 lb uplift at sealed by Velez, Joaquin, PE joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 360 lb down and 331 lb up at using a Digital Signature. 5-0-0, and 169 lb down and 129 lb up at 6-6-0, and 360 lb down and 331111, up at 8-0-0 on top chord, and 93 lb down and 141 lb up Printed copies of this at 5-0-0, and 52 lb down at 6-6-0, and 93 lb down and 141 lb up at 7-11-4 on bottom chord. The design/selection of such document are not considered connection device(s) is the responsibility of others. signed and sea led and the 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). J Signature must e Verified LOAD CASE(S) Standard on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 Uniform Loads (plf) MiTek USA, Inc, FL Cert 6834 Vert: 1-3=70, 3-4=70, 4-5=70, 8-11=-20 8904 Parke East Blvd. Tampa FL 33810 Concentrated Loads (lb) Date: Vert: 3=-140(F) 4=140(F) 7=55(F) 6=55(F) 15=69(F) 16=-33(F) November 9,2021 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5119t202O 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 Not building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing uMiTek• 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 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912323 77930 AJACK-OPEN 14 1 Job Reference (optional) cuss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:33 2021 Page 1 ID:4tBbedBVbYEjpOwaV5X9TayML6T-nvmYXVQ7_HSft2_znnwEgQZmrVkghMHo—H OBCyLHl4 2-0-0 1-M 2-M 1-M Scale = 1:9.5 1-0-0 1-OA Plate Offsets (X,Y)— [2:0-5-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a file BCDL 10.0 Code FBC2020RPI2014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=120(LC 12) Max Uplift 3=-45(LC 1). 2=395(LC 12), 4=-62(LC 1) Max Grav 3=82(LC 12), 2=340(LC 1). 4=105(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; porch 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 45 lb uplift at joint 3, 395 lb uplift at joint 2 and 62 lb uplift at joint 4. 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 USA, Inc. FL'Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 9,2021 ® 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 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 ANSBTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RESIDENCE T25912324 77930 J3 JACK -OPEN 15 1 �BIILIS 1 _1eference Job R o tional are Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:34 2021 Page 1 I D:4lBbedBVbYEjpOwaV5X9TayML6T-F5KwkrRdkaaV W CYALU RTNe6xbv3S QpXyDxjxgeyLHl3 -2-0-0 3-" 2-M 3-0-0 Scale = 1:14.6 ig LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 filial n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=176(LC 12) Max Uplift 3=53(LC 9), 2=-341(LC 12), 4=-43(LC 9) Max Grav 3=65(LC 17), 2=328(LC 1), 4=44(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-2-D-13 to 0-11-3, Interior(1) 0-11-3 to 2-11-4 zone; porch 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 53 lb uplift at joint 3, 341 lb uplift at joint 2 and 43 lb uplift at joint 4. 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.98182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: November 9,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 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/TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912325 77930 J3A Jack -Open 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 3x4 = 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:34 2021 Page 1 I D:4lBbed8VbYEj pOwaV5X9TayM L6T-F5KwkrRdkaaWV CYALU RTNe6y2v20 QpXyDxjxg eyLH I3 34)-0 34)-0 3-OA 3-M Scale: 1"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a rile BCDL 10.0 Code FBC2020fTP12014 Matrix -MP Wind(LL) 0.01 3-6 >999 240 Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=85(LC 12) Max Uplift 1=-41(LC 12), 2=74(LC 12). 3=-12(LC 12) Max Grav 1=133(LC 17), 2=97(LC 17), 3=57(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;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 41 lb uplift at joint 1, 74 lb uplift at joint 2 and 12 lb uplift at joint 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. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33810 Date: November 9,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED hIITEK REFERENCE PAGE hill-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 Sal' 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 ANSVTR11 Quality Crlteds, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type City Ply BILLIS RESIDENCE ]d5'USS T25912326 77930 Jack -Open 14 1 Job Reference (optional) _„. of s r F rvi r ricrue, rL - r 9OZ, 6.43D s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:35 2021 Page 1 I D:4tB bed8VbYEj pOwaV5X9TayM L6TI H ulyBRFVui M6M7MvCyiiwrf6LJLT9G n5SbTV D4yLH 12 2 0 0 5-0.0 2 0 0 5.0-0 Scale = 1:19.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Wind(LL) 0.05 4-7 >999 240 Weight: 19 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=234(LC 12) Max Uplift 3=1109(LC 12), 2=279(LC 12) Max Grav 3=157(LC 17), 2=397(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 3 and 279 lb uplift at joint 2. 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 USA, Inc. FL Cart 8834 8904 Parke East Blvd. Tampa FL 33810 Date: November 9,2021 ®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 verily the applicability of design parameters and property Incorporate this design into the overall ■ building design. Bracing indicated is to prevent bucking 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 ANSM11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE 77930 J5P JACK -OPEN 6 1 T25912327 rti.,.,he.� r..,« o.... o Job Reference o tional •-• - ^� b.vsU s Aug lb ZUz1 MI I eK Industries, Inc. Mon Nov 8 09:22:36 2021 Page 1 ID:4tBbed8V5b-YYEEjpOwaV5X9TayML6T-B USg9WStGCgDkWiiYSvUxS3BGLja2ujOFgFC21 WyLHIt -2- 0 2-0-0 5-0-0 Scale = 1:19.5 I 5-0-0 5-M Plate Offsets (X,Y)— [2:0-1-8,0-2-51,[2:0-1-10 0-3-21 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.12 5-10 >495 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.03 5-10 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. SLIDER Left 2x4 SP No.3 1-5-2 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=234(LC 12) Max Uplift 4=-109(LC 12), 2=409(LC 12). 5=-75(LC 9) Max Grav 4=120(LC 17),2=426(LC 1),5=76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-208/350 NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. [I; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-2-5, Interior(1) 1-2-5 to 4-11-4 zone; porch 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 109 lb uplift at joint 4, 409 lb uplift at joint 2 and 75 lb uplift at joint 5. 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 MIT& USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33910 Date: November 9,2021 WARNING -Verily 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 l• building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` is ahvays 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 ANSbTP11 Quality criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safeeylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE 77930 J7 Jack -Open 26 1 T25912328 I-- r - Job Reference (optional) • •- • - • - ^� 8.4.SU s Aug l b 2UZI MI i eK Innustnes, Inc. Mon Nov 6 09:22:37 2021 Pagel ID:4tBbed8VbYEjpowaV5X9TayML6T-fgO2NsTW1 Vy4MfH]Od?A?GkNv73Pd9GOvvycHzyLHIO -2-0-0 7-0-0 2-0-0 7-0-0 Scale: 1/2"=l' 7-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.20 4-7 >422 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.17 4-7 >486 240 Weight: 26 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=292(LC 12) Max Uplift 3=-169(LC 12), 2=295(LC 12), 4=2(LC 9) Max Grav 3=227(LC 17). 2=478(LC 1), 4=131(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone;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 169 lb uplift at joint 3, 295 lb uplift at joint 2 and 2 lb uplift at joint 4. 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 USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. -- Design valid for use only with Mt ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLISRESIDENCE T25912329 77930 J7A Jack -Open 6 1 Job Reference (optional) unamoers I russ, Tort h'ierce, FL - 349t12, 8.430 s Aug 16 2021 Mffek Industries, Inc. Mon Nov 8 09:22:38 2021 Page 1 I D:4tBbed8VbYEjpOwaV5X9TayML6T-7saRaC U8op4xzpsxak:WPXUHXw W M 5McWX8Zh9pPyLH I? 7-" 7-" 3x5 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.71 Vert(LL) TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) in (loc) I/defl Lid -0.09 3-6 >946 360 -0.23 3-6 >366 240 -0.01 2 n/a n/a 0.21 3-6 >388 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=201(LC 12) Max Uplift 1=-99(LC 12), 2=184(LC 12), 3=-18(LC 12) Max Grav 1=314(LC 17), 2=237(LC 17), 3=136(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1:23.5 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-114 zone;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 fd 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 99 lb uplift at joint 1, 184 lb uplift at joint 2 and 18 lb uplift at joint 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. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Data: November 9,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE '011-7473 rev. 5/192020 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 lei' 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, sea ANS11TP/1 Qualify Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply BILLIS RESIDENCE Fruss77930 Jack -Open q 1 T25912330 r`homhere Tn,« C..M o:.,..... Cr swoon Job Reference (optional) 3x4 = o.—V a rwy 10 cUc I Ivu I ex Inuustnes, Inc. Mon NOV 0 UV:ZZ:3tt ZUZ1 Page 1 I D:4tBb ed8VbYEipOwaV5X9TayM L6T-7sa RaC U8op4xzpsxaKW PXU H icW UdMcWXBZh9pP yLH I7 1-0.0 1-0-0 . r't 0150, Scale = 1:7.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Wind(ILL) 0.00 6 >999 240 Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=29(LC 12) Max Uplift 1=13(LC 12), 2=20(LC 12), 3=9(1_13 12) Max Grav 1=45(LC 17), 2=28(LC 17), 3=20(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;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 13 lb uplift at joint 1, 20 lb uplift at joint 2 and 9 lb uplift at joint 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. Joaquin Velez PE No.68182 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date. November 9,2021 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 MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not -- t a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall bull ding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and bracing 11 A��el.' permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the �V Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Cdteda, DSB-89 and SCSI Building Component Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912331 77930 JA3 Jack -Open 2 1 Job Reference (optional) e n r u rui r ri —, rL - syaot, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:39 2021 Page 1 3-0-0 ID:4tBbed8VbYEjpOwaV5X9TayML6T-c38poYUmZ7CobzR7821 e4hppnwlA53mhNDRiMryLHI_ 3-M Scale: V=1' 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.31 Vert(LL) -0.00 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix -MP Wind(LL) 0.01 3-6 >999 240 Weight: 10 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=D-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=85(LC 12) Max Uplift 1=-41(LC 12), 2=74(1_C 12), 3=-12(LC 12) Max Grav 1=133(LC 17), 2=97(LC 17), 3=57(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or'10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;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 41 lb uplift at joint 1, 74 lb uplift at joint 2 and 12 Ito uplift at joint 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 ® WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 fabriwtlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Type City Ply RESIDENCE TJA5SS JJack-Open FS T25912332 77930 2 1 eference o tional Chambers Truss, Fort Pierce, FL - 34982, 3x4 = 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:40 2021 Page 1 I D:4tBbedBVbYEjp OwaV5X9TayML6T-4 FhB?uVO KQ KfD7OKh IYtdvMzoKzKgWOgbtAGtIyLH kz 5-0-0 5-0-0 5-0-0 6-0-0 Scale = 1:17.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.03 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.07 3-6 >853 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 rile n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Wind(LL) 0.08 3-6 >743 240 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=143(LC 12) Max Uplift 1=70(LC 12). 2=132(LC 12). 3=-12(LC 12) Max Grav 1=224(LC 17). 2=172(LC 17), 3=93(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone;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 70 lb uplift at joint 1, 132 lb uplift at joint 2 and 12 lb uplift at joint 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Data: November 9,2021 ® 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 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANShTP/t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912333 77930 JC5 Jack -Open 6 1 Job Reference (optional) Uhambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:41 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6T-YRFZCEW05kS WgHbWFS3696u8QkP2zn_gXwpPkyLHky 2-M 2-8-0 5 0 0 2-0-0 2-8-0 Scale = 1:19.5 Plate Offsets (X,Y)— [3:0-1-9,0-3-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.37 Vert(LL) -0.04 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.11 6 >558 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Wind(LL) 0.15 6 >390 240 Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Harz 2=234(LC 12) Max Uplift 4=-108(LC 12). 2=278(LC 12) Max Grav 4=188(LC 17), 2=401(LC 1), 5=55(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; VuK=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-11-4 zone;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 108 lb uplift at joint 4 and 278 lb uplift at joint 2. 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 USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fP11 Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 366110 Job Truss Truss Type CIty Ply BILLIS RESIDENCE 77930 K Common 1 1 T25912334 rti.....r.... Job Reference (optional) rs.gsU s Aug lb ZUZ1 MI I eK Industries, Inc. Mon Nov 8 09:22:41 2021 Page 1 ID:4lBbed8VbYEjpOwaV5X9TayML6T-YRFZCEW05kS WgHbWFS3696u7ukRIZyF _gXwpPkyLHky _2'0-0 6-M 13-0-0 2-0 0 6-M 6-6-0 Scale = 1:25.9 4x6 = 6-6-0 13-0.0 6.6.0 6.6.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) Udefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.40 Vert(LL) -0.05 5-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.11 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a file BCDL 10.0 Code FBC2020rrPI2014 Matrix -MS Wind(LL) 0.10 5-8 >999 240 Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0 Max Horz 2=160(LC 11) Max Uplift 4=-266(LC 12), 2=-464(LC 12) Max Grav 4=574(LC 1). 2=741(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-818/691, 34=813/714 BOT CHORD 2-5=-467/649, 4-5=-467/649 WEBS 3-5=-83/315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-6-0, Exterior(2R) 6-6-0 to 9-6-0, Interior(1) 9-6-0 to 13-0-0 zone;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. This Item has been 6) Refer to girder(s) for truss to truss connections. electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 lb uplift at joint 4 and 464 lb uplift at sealed by Velez, Joaquin, PE joint 2 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 USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 9,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1111-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not A a buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i• 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?Plt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912335 77930 KJ5 DIAGONAL HIP GIRDER 3 1 Job Reference (optional) • "• • • •"• `^� 0.40U b Mug 10 LUZ I IVII I eK InaU6lrles, Inc, mon NOV it UU:ZZ:42 ZU21 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6T-0epxQaXes2aNS RAipAaLiKRHe8nhlQV73BfMxAyLHkx -2-9-15 3.8-10 7.0-2 2-9-15 3-8-10 3-3-8 Scale = 1:19.1 I9 a9 rV N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.19 4-7 >4311 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.21 4-7 >393 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 31 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical Max Horz 2=232(LC 24) Max Uplift 3=-166(LC 8). 2=619(LC 8), 4=135(LC 5) Max Grav 3=192(LC 28), 2=576(LC 28), 4=103(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch 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 pelf 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 166 lb uplift at joint 3, 619 lb uplift at joint 2 and 135 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 144 lb up at 1-6-1, 162 lb down and 144 lb up at 1-6-1, and 51 lb down and 72 lb up at 4-4-0, and 51 lb down and 72 lb up at 4-4-0 on top chord , and 160 lb down and 90 lb up at 1-6-1, 160 lb down and 90 lb up at 1-6-1, and 12 lb down and 5 lb up at 4-4-0, and 12 lb down and 5 lb up at 4-4-0 on bottom chard. 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 4-5=20 Concentrated Loads (lb) Vert: 8=120(F=60, B=60) 10=102(F=51, B=51) 11=5(F=3, B=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. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. '-'�' Design valid for use ontywith MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not 4-.��Ypq a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE 77930 KJ7 Diagonal Hip Girder 4 1 T25912336 r•ti,m� - T-• Job Reference (optional) • • •-• - o.9cu s Hug 113 ZUZ1 MI I eK industries, Inc. Mon Nov 8 09:22:44 2021 Page 1 I D:4tBbedBVbYEj pOwaV5X9TayML6T-yOxirFYvOfg5hkJ5wbdgnl We9xRl m EbQV W 8TO3yLHkv -2-9-15 5-1-9 9-10-1 2-9.15 5-1-9 4-8-7 Scale: 117"=1' 5-1-9 4.8.7 Plate Offsets (X Y)— [2:0-0-5 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.40 Vert(LL) -0.11 7-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.01 5 n/a rile BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 do purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=290(LC 8) Max Uplift 4=134(LC 8), 2=606(LC 8), 5=-189(LC 8) Max Grav 4=170(LC 1), 2=779(LC 28), 5=384(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-911/438 BOT CHORD 2-7=-522/827, 6-7=522/827 WEBS 3-7=-83/274, 3-6=898/566 NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 134 lb uplift at joint 4, 606 lb uplift at This item has been joint 2 and 189 lb uplift at joint 5. and electronically Signed and 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 144 lb up at 1-6-1. 162 lb down 144 lb yeez,signed sealed Velez, PE Joaquin, and up at 1-6-1, 51 lb down and 72 lb up at 4-4-0, 51 lb down and 72 lb up at 4-4-0, and 182 lb down and 137 lb up at 7-1-16, and 182 lb down and 137 lb up at 7-1-15 on top chord, and 101 lb down and 90 lb up at 1-6-1, 101 lb using a Digital Signature. down and 90 lb up at 1-6-1, 12 lb down and 53 lb up at 4-4-0, 12 lb down and 53 lb up at 4-4-0, and 49 lb down at 7-1-15, and 49 Printed copies of this lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. document are not Considered 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signed and sealed and the LOAD CASE(S) Standard signature must be verified 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 on any electronic copies. Uniform Loads (plf) Joaquin Velez PE No.68182 Vert: 14=70, 5-8=20 MiTek USA, Inc. FL Cart 6834 Concentrated Loads (lb) 8904 Parke East Blvd. Tampa FL 33810 Vert: 11=120(F=60, B=60) 13=81(F=-40, B==-40) 14=102(F=51, B=51) 15=5(F=3, B=3) 16=48(F=24, B=24) Date: November 9,2021 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. M Design valid for use only with Tek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply BILLISRESIDENCE 77930 KJA Diagonal Hip Girder 2 1 T25912337 Job Reference (optional) O.4JU smug 1 O zuzl Mimi( eK maustnes, Inc. Mon NOV 6 09:22:45 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayMLST-ODV42bZX9zyyJuuHU183Ky3rzLp_VgDZ19u1YVyLHku 5-1-9 9-10-1 5-1-9 4-8-7 0 Chh A 3x4 = 2x3 11 4 3x4 = Scale = 1:23.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.03 5-6 >999 . 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.07 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.04 6-9 >999 240 Weight: 39 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-10-15, 3=Mechanical, 4=Mechanical Max Horz 1=200(LC 21) Max Uplift 1=-272(LC 8), 3=136(LC 8), 4=-237(LC 8) Max Grav 1=503(LC 25), 3=160(LC 1), 4=415(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-974/505 BOT CHORD 1-6=625/901, 5-6=625/901 WEBS 2-6=-83/304, 2-5=978/679 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-5 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 272 lb uplift at joint 1, 136 lb uplift at joint 3 and 237 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 Ito down and 34 lb up at 1-6-1. 90 Ito down and 34 lb up at 1-6-1, 139 lb down and 96 lb up at 4-4-0, 51 lb down and 72 lb up at 4-4-0, and 192 lb down and 163 lb up at 7-1-15, and 182 lb down and 137 lb up at 7-1-15 on top chord, and 8 lb down and 13 lb up at 1-6-1, 8 lb down and 13 lb up at 1-6-1, 32 lb down and 22 lb up at 4-4-0, 12 lb down and 53 lb up at 4-4-0, and 52 lb down and 27 lb up at 7-1-15, and 49 lb down at 7-1-15 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 4-7=20 Concentrated Loads (lb) Vert: 12=-97(F=-40, B=57) 13=-13(F=7, B=-7) 14=-14(F=3, B=16) 15=-63(1`=24, B=38) 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 USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Data: November 9,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912338 77930 MV2 Valley 1 1 Job Reference (opt Chambers Truss, Fort Pierce, FL - 34982, 3x4 i 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:45 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6T-QDV42bZX9zyyJuuHUI83Ky3ueLtFVnFZ19u1YVyLHku 2-0.0 2-M Scale = 1:7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) file n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Cade FBC2020rrPI2014 Matrix-P Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=40(LC 12) Max Uplift 1=-20(LC 12), 2=-44(LC 12) Max Grav 1=63(LC 17), 2=54(LC 17), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 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. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 44 lb uplift at joint 2. 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 USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 ® 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 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type oty Ply BILLIS RESIDENCET25912339 FMV4 77930 Valley 1 1 Job Reference o tional Puss, run Pierce, FL - 34962, 3x4 i 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:46 2021 Page 1 ID:4tBbed8VbYEjpOwaV5X9TayML6T-uP3SGxa9wG4px2TT20f IsAcwEIAnEEVj_pda5xyLHkt 44W 4-M 3x4 II 2 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) file n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=94(LC 12) Max Uplift 1=-47(LC 12), 3=94(LC 12) Max Grav 1=147(LC 17). 3=158(LC 17) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-157/256 Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;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) Gable requires continuous bottom chord bearing. 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 94 lb uplift at joint 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 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 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply BILLIS RESIDENCE TPB T25912340 77930 Piggyback 8 1 Job Reference (optional) vnon ucr o r r u run nercn, r - ovyoc, 6.43U s Aug 16 ZU21 MiTek Industries, Inc. Mon Nov 8 09:22:47 2021 Page 1 ID:4tBbedBVbYEjpOwaV5X9TayML6T-NbcgTHbnhaCfZC2gcjAXPN8CP9XJzhisCTN7dOyLHks r 2-4-0 441-0 2-4-0 240 3x6 = 3x4 = 3x4 = Scale = 1:9.3 4-8.0 4-a-0 Plate Offsets (X,Y)— [3:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 4 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.00 4 nlr 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=2-10-6, 4=2-10-6 Max Horz 2=39(LC 11) Max Uplift 2=-108(LC 12), 4=108(LC 12) Max Grant 2=169(LC 1), 4=169(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;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 108 lb uplift at joint 2 and 108 lb uplift at joint 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building This item has been designer. 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 USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall' building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing uMiTek• 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 Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BILLIS RESIDENCE T25912341 77930 PBB Piggyback 2 1 Job Reference (optional) unambers I russ, Fort Pierce, FL - 34962, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:48 2021 Page 1 ID:4lBbed8VbYEjpOwaV5X9TayML6T-roADgdbPRuLWAMds9QhmxbhO WytWii8?OR76h9gyLHkr 2-0-0 2 8 0 4-8-0 2-0-0 0-8.0 2-13-0 4x4 II 3x4 = 3x4 = Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 4 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.00 4 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-8-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 2=2-10-6, 4=2-10-6 Max Horz 2=36(1_13 10) Max Uplift 2=-108(LC 12), 4=108(LC 12) Max Grav 2=169(LC 1).4=169(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;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 108 lb uplift at joint 2 and 108 lb uplift at joint 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 ® 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 ANSNTP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lntorma ton available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply BILLIS RESIDENCE T25912342 77930 V4 Valley 2 1 Job Reference (optional) rtrii rroit;e, rL -. 562, 1:5.43U s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:51 2021 Page 1 ID:4lBbed8VbYEjpOwaV5X9TayML6T-FMsLJfelkpj5l pMRrZFTZDJuumuevVkS75LLm9yLHko 2-M 4.0.0 2-0-0 2-M 3x6 = 2 3x4 i 3x4 Scale = 1:7.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a file BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=27(LC 10) Max Uplift 1=-60(LC 12), 3=60(1_C 12) Max Grav 1=124(LC 1), 3=124(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;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. 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 USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33810 Data: November 9,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII 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 Iva building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Mghway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply BILLIS RESIDENCE T25912343 77930 V8 Valley 2 1 Job Reference (optional) Cnarnoers truss, Pon: Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:52 2021 Page 1 ID:4lBbed8VbYEjpOwaV5X9TayML6TjZQj W?fwV6ryfzxdOGm i6RswpADJexsbMl4ulbyLHkn 4-0-0 8-0-0 4-0-0 4-M 3x4 i 2x3 11 4x4 = 3x4 Scale = 1:15.1 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.74 Vert(LL) n/a file 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a file BCDL 10.0 Code FBC2020rrP12014 Matrix-P Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 3=8-0-0, 4=8-0-0 Max Horz 1=-66(LC 10) Max Uplift 1=-93(LC 12). 3=93(LC 12), 4=-108(LC 12) Max Grav 1=155(LC 1). 3=159(LC 18), 4=299(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-217/332 NOTES- 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 4-0-0, Exterior(2R) 4-0-0 to 7-0-0, Interior(1) 7-0-0 to 7-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) This item has been 4=108. 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 USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2021 ® WARNING - Verily 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 property Incorporate this design into the overall my building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members onty. 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 fabdeation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP1I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply BILLIS RESIDENCET25912344 F 77930 V12 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:49 2021 Page 1 ID:4tBbedBVbYEjpOwaV5X9TayML6T-J_kbuzc1 CBTNoWC2j6D7UoEL4y8gRZA9gnsEhGyLHkq 12-0-0 4x6 = 4 3x4 i - 2x3 II 3x4 Scale = 1:21.0 12-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Cade FBC2020rTP12014 Matrix-S Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=12-0-0, 3=12-0-0, 4=12-0-0 Max Horz 1=-106(LC 10) Max Uplift 1=123(LC 12), 3=123(LC 12). 4=-221(LC 12) Max Grav 1=223(LC 21). 3=231(LC 18), 4=528(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-365/446 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 6-0-0, Exterior(2R) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-4-9 zone;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 123 lb uplift at joint 1, 123 lb uplift at This item has been joint 3 and 221 lb uplift at joint 4. 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 USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Data: November 9,2021 ® WARNING - Verily 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 property incorporate this design into the overall AiTek, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to preverd collapse with possible personal Injury and property damage. For general guidance regarding the iw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply BILLIS RESIDENCE T25912345 77930 V16 Valley 2 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Nov 8 09:22:50 2021 Page 1 ID:4lBbedBVbYEjpOwaV5X9TayML6T-nAIz5JdfzVbEQfnFHrkE10mf7MazA1VluRboEiyLHkp 8-0-0 16-0-0 8-0-0 8-0-0 4x4 = Scale = 1:27.9 3x4 f- a 7 6 3x4 2x3 II 24 II 2x3 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 CSI. DEFL. in (loc) Vdefl Lid TIC 0.44 Vert(LL) n/a n/a 999 BC 0.06 Vert(CT) n/a n/a 999 WB 0.13 Horz(CT) 0.00 5 n/a n/a Matrix-S PLATES GRIP MT20 244/190 Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=-145(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6=-254(LC 12), 8=254(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=302(LC 1), 6=427(LC 18), 8=427(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 4-6=-338/427, 2-8=338/427 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 8-0-0, Exterior(2R) 8-0-0 to 11-0-0, Interior(1) 11-0-0 to 15-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component, 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except This item has been (jt=lb) 6=254, 8=254. 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 USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Data: November 9,2021 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 314' Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 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. 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 4a Q p0-13. bracing should be considered. Never exceed the design loading shown and never 2 u O stack materials on inadequately braced trusses. n U 4. Provide copies of this truss design to the building 00 designer, erection supervisor, property owner and For 4 x 2 orientation, locate c7-8 c6-7 05-6 F- all other interested parties. plates 0- 'lid' 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 NUMBEREDILETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. PLATE SIZE 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 pudins 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 C 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: 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, MiTek ANSI/rPl 1 Quality Criteria. Guide to Good Practice for Handling, 21.The design does not take into account any dynamic Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 5l19/2020 or other loads other than those expressly stated.