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HomeMy WebLinkAboutRevision Multiple Documents 2-3-22z z v 1-ems-I Lumber design values are in accordance with ANSI/TPI 1 section 6.3 N81 These truss designs rely on lumber values established by others. &0- Z/ 7-- MiTek" FILE COPY RE: 77848 - 5606 MYRTLE ST MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Southern City Development Project Name: 5606 Myrtle St Model: . Tampa, FL 33610-4115 Lot/Block: . Subdivision: . Address: 5606 Myrtle St., . City: St Lucie County State: FL 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): Ca Design Code: FBC2020ITP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 160 mph �--9 �.. 0 Roof Load: 37.0 psf Floor Load: N/A psf 0 This package includes 48 individual, Truss Design Drawings and 0 Additional Drawings. 177 M With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index shEn 0 m conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. ® O No. Seal# Truss Name Date No. Seal# Truss Name Date C K M 1 T25664878 A 10/18/21 15 T25664892 B3 10/18/21 2 T25664879 Al 10/18/21 16 T25664893 B4 10/18/21 3 T25664880 A2 10/18/21 17 T25664894 B5 10/18/21 > O 4 T25664881 A3 10/18/21 18 T25664895 B6 10/18/21 W Z 5 T25664882 A4 10/18/21 19 T25664896 B7 10/18/21 6 T25664883 A5 10/18/21 20 T25664897 B8 10/18/21 O 0 7 T25664884 A6 10/18/21 21 T25664898 B9 10/18/21 0 M 8 T25664885 A7 10/18/21 22 T25664899 C 10/18/21 9 T25664886 A8 10/18/21 23 T25664900 C1 10/18/21 0 10 T25664887 A9 10/18/21 24 T25664901 C2 10/18/21 11 T25664888 AA 10/18/21 25 T25664902 C3 10/18/21 12 T25664889 B 10/18/21 26 T25664903 D 10/18/21 13 T25664890 B1 10/18/21 27 T25664904 D1 10/18/21 14 T25664891 B2 10/18/21 28 T25664905 D2 10/18/21 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 compondnt designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. PQU IN �O .... E N S • No 68182 • '.. STATE OF :�• !iO�c< O R 1 Q P �N��� Joaquin Velez PE No.66182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 Velez, Joaquin 1 of 2 W1 a. MiTek 0 ra W.I.] w; f. o . ►i172-14 111 M"] I Site Information: MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Southern City Development Project Name: 5606 Myrtle St Model: . Lot/Block: . Subdivision: . Address: 5606 Myrtle St., . City: St Lucie County State: FL No. Seal# Truss Name Date 29 T25664906 DGE 10/18/21 30 T25664907 E 10/18/21 31 T25664908 GR2 10/18/21 32 T25664909 GRA 10/18/21 33 T25664910 GRB 10/18/21 34 T25664911 GRC 10/18/21 35 T25664912 GRID 10/18/21 36 T25664913 GRE 10/18/21 37 T25664914 J2 10/18/21 38 T25664915 J4 10/18/21 39 T25664916 J4A 10/18/21 40 T25664917 J6 10/18/21 41 T25664918 J6A 10/18/21 42 T25664919 KJ6 10/18/21 43 T25664920 KJA 10/18/21 44 T25664921 KJE 10/18/21 45 T25664922 MV2 10/18/21 46 T25664923 MV4 10/18/21 47 T25664924 V4 10/18/21 48 T25664925 V8 10/18/21 2 of 2 Job Truss Truss Type Qty Ply 5606 MYRTLE ST T25664878 77848 A HALF HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:02:09 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-CCezPfQjyu6aVIFLO99SB e4mLD9wEgsxcrgP8yTCIC i 11- 1- 4-2-0 8-6-0 i 16-1-8 r 23-3-12 t - 30.6.0 1 2-4-0 4-4-0 7-7-8 7-2-4 - - — 7-2.4 Scale = 1:52.6 4x6 = 3x4 II 3x6 = 3x4 = 4x4 = 4 21 22 523 6 7 24 825 I9 3x4 = 6x8 = 3x4 11 3x4 II 4x8 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.14 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.30 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.11 9 rile n/a BCDL 10.0 Code FBC2020frPI2014 Matrix -MS Wind(LL) 0.13 12 >999 240 Weight: 176 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-10 cc purlins, BOT CHORD 2x4 SP M 30'Except* except end verticals. 3-15,5-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 9=Mechanical, 16=0-8-0 Max Horz 16=155(LC 12) Max Uplift 9=-321(LC 12), 16=391(LC 12) Max Grav 9=1051(LC 1), 16=1195(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2137/778, 3-4=-1896/646, 4-5=2350/831, 5-7=-2296/809, 7-8=-1346/452, 8-9=-989/382 BOT CHORD 13-14=-889/2014, 12-13=-622/1674, 5-12=-422/239 WEBS 2-16=-1035/464, 2-14=-756/1884, 3-13=-427/274, 4-13=-12/337, 4-12=-233/816, 10-12=-411/1230, 7-12=-385/1018, 7-10=-842/386, 8-10=-520/1556 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-10, Interior(l) 3-0-10 to 8-6-0, Exterior(2R) 8-6-0 to 12-9-12, Interior(1) 12-9-12 to 30-4-4 zone; cantilever 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. Printed copies of this 7) Refer to girder(s) for truss to truss connections. document are not considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 lb uplift at joint 9 and 391 lb uplift at joint 16. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 ®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 verify the applicability of design parameters and properly incorporate this design Into the overall Nit building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI11"PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/nformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply 5606 MYRTLE ST ]Truss T25664879 77848 Al HALF HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:02:14 2021 Page 1 ID:YCOSddbUYF64ZEYG LbJenPyTX8V-Z9S sTMUsm Q ktb W71pi Idu2LtnMvobVdb5uYb5MyTC 17 1-10-0 4-2-0 10-6A 16-1-8 23-3-12 , 30.6.0 1.10-0 2.4.0 6.4.0 5.7.8 7-2-4 7-2-4 Scale=1:52.6 48 = 3x4 II 3x6 = 3x4 = 3x5 = 4 2223 5 6 7 24 825 Ia 3x4 = 6x8 = 3x4 II 3x4 II 48 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Vert(LL) -0.10 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.19 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Wind(LL) 0.10 12-13 >999 240 Weight: 185 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, BOT CHORD 2x4 SP M 30'Except' except end verticals. 3-15,5-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 9=Mechanical, 16=0-8-0 Max Horz 16=191(LC 12) Max Uplift 9=-327(LC 12), 16=385(LC 12) Max Grav 9=1051(LC 1), 16=1195(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2186/816, 3-4=-17591592, 4-5=1771/653, 5-7=-1758/648, 7-8=-1100/382, 8-9=-990/392 BOT CHORD 13-14=-1029/2180, 12-13=587/1507, 5-12=-358/200 WEBS 2-16=-1015/452, 2-14=-813/1957, 3-13=-773/449, 4-13=26/347, 4-12=-1071432, 10-12=-366/1009, 7-12=-306/750, 7-10=-813/391, 8-10=471/1362 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-10, Interior(1) 3-0-10 to 10-6-0, Exterior(2R) 10-6-0 to 14-9-12, Interior(1) 14-9-12 to 30-4-4 zone; cantilever 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. 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed COPIES Of this 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 9 and 385 lb uplift at document are not considered joint 16. 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: October 18,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. R 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 ��i�i• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 5606 MYRTLE ST T25664880 77848 A2 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:02:21 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-rWNVxlaF7adtxb9ejgNGgW89tBJ7kfgdiUlTgSyTC IO 6-4-0 12-6-0 16.1-8 20-3.12 , 2a-6-o 30-6-0 r 1-10-0 2-4-0 4-2-0 4.2.0 4-2-4 4-2-4 6.0.0 Scale = 1:52.4 4x8 = 3x4 II 3x4 4x4 = = 5 22 623 24 7 8 3x4 — 6x8 = 3x4 II 3x4 II 5x12 = 3x5 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.15 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Bc 0.48 Vert(CT) -0.32 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.07 13-14 >999 240 Weight: 199 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 3-16,6-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 1-17 9-2-7 oc bracing: 14-15. REACTIONS. (size) 10=Mechanical, 17=0-8-0 Max Horz 17=-122(LC 10) Max Uplift 10=-317(LC 12), 17=-396(LC 12) Max Grav 10=1051(LC 1), 17=1195(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2054/689, 3-4=-2207/783, 4-5=15551592, 5-6=-1410/600, 6-7=-1401/597, 7-8=-819/384, 8-9=982/375, 9-10=1003/401 BOT CHORD 14-15=-637/1630, 13-14=-446/1347 WEBS 2-17=-1060/448, 2-15=-671/1806, 4-15=-145/498, 4-14=397/238, 5-14=-95/441, 11-13=-392/1010, 7-13=-126/411, 7-11=-673/266, 9-11=279/900 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-10, Interior(1) 3-0-10 to 12-6-0, Exterior(2R) 12-6-0 to 16-9-12, Interior(1) 16-9-12 to 24-6-0, Exterior(21R) 24-6-0 to 28-9-12, Interior(1) 2B-9-12 to 30-4-4 zone; cantilever 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. 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed COp12S Of this 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 10 and 396 lb uplift document are not considered at joint 17. 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: October 18,2021 ® 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 ANSIfrP11 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 5606 MYRTLE ST T25664881 77848 A3 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:02:24 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-G42eZnc80V7So2uDOowzl9lcZOMBx3Z4OSz70nyTCHz 7-s-4 14-6-0 22-6-0 30-6-0 6-11-12 8.0-0 8-0-0 Scale=1:54.0 4x8 = 4x6 = 6.00 12 4 18 19 20 21 3x4 = 3x6 II 4x4 = 3x4 = 3x6 = 3x8 = 3x5 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.10 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.18 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.05 10-11 >999 240 Weight: 174 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8 REACTIONS. (size) 7=Mechanical, 12=0-8-0 Max Horz 12=-149(LC 10) Max Uplift 7=-317(LC 12), 12=396(LC 12) Max Grav 7=1180(LC 18). 12=1361(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1754/515, 3-4=-1419/492, 4-5=983/431, 5-6=-11621412, 6-7=-10571410 BOT CHORD 10-11=-498/1614, 8-10=-343/1268 WEBS 3-10=-401/175, 4-10=-39/494, 4-8=373/99, 2-11=-478/1421, 6-8=264/1026, 2-12=-11791522 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-10, Interior(1) 3-0-10 to 14-6-0, Exterjor(21R) 14-6-0 to 18-9-12, Interior(1) 18-9-12 to 22-6-0, Exterior(2R) 22-6-0 to 26-9-12, Interior(1) 26-9-12 to 30-4-4 zone; cantilever 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 to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This item has been 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 electronically signed and will fit between the bottom chord and any other members, with BCDL = IO.Opsf. Sealed by Velez, Joaquin, PE 7) Refer to girder(s) for truss to truss connections. Using a Digital Signature. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 7 and 396 lb uplift at Printed copies of this joint 12. 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: October 18,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 properly incorporate this design Into the overall ITS 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 ANSI1TP/1 Duality 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 City Ply 5606 MYRTLE ST T25664882 77848 A4 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:02:27 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-gfknBoeOiQN 1 fwdo3xUgwnN5AcKI8oS W4QCn15yTCHw 3.8-0 9- 15-0-0 16-7-8 19-0-0 23-1OA 29-0-0 3.8-0 5-8-0 5.8-0 1-7-8 2A-8 4-10A 5-1-12 5x6 = 3x4 11 4x8 = 4 19 5 20 6 11 10 3x4 II 3x10 = 9 5x6 = Scale = 1:54.8 3-8-0 9-4-0 16-7-8 19-0-0 , 29-0-0 3-8-0 5-8-0 7-3-8 2-4 8 10-0-0 Plate Offsets (X,Y)— [4:0-3-0 0-2-0),[6:0-5-4,0-2-0),[12:0-2-12,0-3-0),[15:0-3-8,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.33 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.55 9-10 >625 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.10 13-15 >999 240 Weight: 199 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'Except* 5-11: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 1-15: 2x4 SP M 30 , REACTIONS. (size) 16=0-8-0, 9=Mechanical Max Horz 16=-138(LC 10) Max Uplift 16=-313(LC 12), 9=316(LC 12) Max Gram 16=1215(LC 17). 9=1230(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1130/393, 1-2=-2770/880, 2-3=2201/724, 3-4=-2263/863, 4-5=-12321556, 5-6=-1225/555, 6-7=-1164/487 BOT CHORD 13-15=-942/2979, 12-13=-381/1310, 9-10=-293/821 WEBS 1-15=-913/2889, 2-15=949/377, 2-13=969/339, 3-13=380/276, 10-12=-282/1298, 6-12=-297/851, 6-10=-468/198, 7-10=51318, 7-9=-1186/453, 4-13=-394/1144 Structural wood sheathing directly applied or 4-5-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-10, 7-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 15-0-0, Exterior(2R) 15-0-0 to 18-0-0, Interior(1) 18-0-0 to 19-0-0, Exterior(2R) 19-0-0 to 22-0-0, Interjor(1) 22-0-0 to 28-10-4 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 speck this truss electronically signed and to the use of 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 jive 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 16 and 316 lb uplift signed and sealed and the at joint 9. 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: October 18,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Type Qly Ply 5606 MYRTLE ST 7A5s T25664883 77848 ROOF SPECIAL 1 1 Job Reference (optional) UnamberS Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:02:30 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTXBV-5EPvgghu?LlcWzLNk31NXQ?hdpNOLjQymOQReQyTCHt 5-8-0 11-1-12 16.7-8 17rQ 0 22-10-0 29-0-0 5 8 0 5-5-12 5-5-12 0 4 8 5-10 4 6-1-12 5x8 = 4 5 10 3x4 11 5-8-0 11-1-12 16-7-8 22-10.4 Scale = 1:57.1 cn M A I� 9 8 4x8 = 3x5 II 29-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.19 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.09 12-14 >999 240 Weight: 188 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 4-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 8-8-11 oc bracing: 12-14. REACTIONS. (size) 15=0-8-0, 8=Mechanical Max Horz 15=150(LC 11) Max Uplift 15=-315(LC 12), 8=-314(LC 12) Max Grav 15=1062(LC 1), 8=1062(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1 5=-1 002/394, 1-2=-2032/713, 2-3=1711/631, 3-4=-1144/512, 4-5=-707/400, 5-6=-1124/507, 6-7=-982/377, 7-8=1011/402 BOT CHORD 12-14=-712/2080, 11-12=-500/1483, 4-11=-247/661 WEBS 1-14=-752/2152, 2-14=-755/341, 2-12=648/244, 3-12=-63/434, 3-11=-717/316, 6-9=-491/247, 7-9=-293/917, 9-11=260/797 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-0-0, Exterior(2R) 17-0-0 to 20-0-0, Interior(1) 20-0-0 to 28-10-4 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 This item has been to the use of this truss component. 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed COpleS Of this 7) Refer to girder(s) for truss to truss connections. document 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 15 and 314 lb uplift are not considered at joint 8. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 ®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 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 my building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 5606 MYRTLE ST T25664884 77848 A6 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:02:36 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTXBV-vOnA4tlfbB WIEupX5K8nnhFfJEQLIRnr9Jtlr4yTCHn 7-8-0 12-1-12 16.7-8 17,-q-0 22-10-4 29-0-0 7-8-0 4-5.12 4-5 12 0-418 5-10-4 6-1-12 R nn71_7 3s,., „ Dx19 = 5x6 = Scale = 1:60.0 9 3x4 II 8 7 3x4 II 4x8 = 3x4 11 3x4 I I 7 8-0 16-7.8 22-104 29-0-0 7-8-0 8-11-8 6-2-12 6A-12 Plate Offsets (X Y)— [10:0-3-0,0-3-01 [11:0-3-12,0-3-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.28 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.51 10-12 >681 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.09 10-12 >999 240 Weight: 199 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 4-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 8-9. REACTIONS. (size) 13=0-8-0, 7=Mechanical Max Horz 13=135(LC 11) Max Uplift 13=-318(LC 12), 7=310(LC 12) Max Grav 13=1174(LC 17), 7=1194(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1074/402, 1-2=-2063/632, 2-3=2423/787, 3-4=-1248/505, 4-5=-1238/501, 5-6=-1084/374, 6-7=-1107/398 BOT CHORD 10-12=-447/1562, 4-10=-253/816 WEBS 1-12=-666/2204, 2-12=-1340/530, 3-12=-253/1030, 3-10=6831294, 5-8=-507/248, 6-8=292/1020, 8-10=-263/943, 5-10=30/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 16-9-12, Exterior(2R) 16-9-12 to 19-9-12, Interior(1) 19-9-12 to 28-104 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 This item has been to the use of this truss component. 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL=10.Opsf. Printed copies of this 7) Refer to girder(s) for truss to truss connections. document are not considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 13 and 310 lb uplift at joint 7. 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 33810 Date: October 18,2021 A WARNING -Verily 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 building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 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 5606 MYRTLE ST T25664885 77848 A7 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:02:39 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-KzSJivoYl6uK5MX6mSiUPJtCbRS2yu2HrH6QSPyTCHk 4-1 _1 9-8-0 16-7-8 17 22-M 28-4-0 2 -0 4-11-12 4-8-4 6-11-8 0Wrl 5-8-0 5-8-0 -8- 6.00 12 5x6 = 10 22-8-0 9 3x8 = Scale = 1:57.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.18 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.37 12-14 >934 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.03 16 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.05 11-12 >999 240 Weight: 209 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-14 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 4-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-14. 3-11 OTHERS 2x6 SP No.2 REACTIONS. (size) 14=0-8-0, 16=0-8-0 Max Horz 14=-125(LC 10) Max Uplift 14=-322(LC 12), 16=-330(LC 12) Max Grav 14=1056(LC 1),16=1066(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1599/575, 3-4=-1144/478, 4-5=1110/485, 5-6=-628/326, 6-15=-141/627 BOT CHORD 12-14=-288/984, 11-12=-490/1613, 4-11=-176/573 WEBS 2-14=-1287/511, 2-12=-266/848, 3-12=390/244, 3-11=771/280, 9-11=2421779, 5-9=-411/211, 9-15=-275/874, 5-15=374/67, 6-16=-1177/445 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interjor(1) 3-1-12 to 16-9-12, Exterior(2R) 16-9-12 to 19-9-12, Interior(1) 19-9-12 to 29-0-0 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 This item has been to the use of this truss component. electronically signed and 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. sealed by Velez, Joaquin, PE 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. document are not considered 8) Bearing at joint(s) 16 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. signed and sealed and the 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 322 lb uplift at joint 14 and 330 lb uplift signature must be verified at joint 16. on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 18,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 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 5606 MYRTLE ST T25664886 77848 A8 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:02:41 2021 Page 1 ID:YCOSddb UYF64ZEYG LbJen PyTX8V-GMa37bpoPj82KfhU utkyUkzX7F BAQjca Ibb WXHyTC H i 5.1a0 , 11-8.0 , 16-7-8 17r¢0 22-a0 , 28.4.0 , 30-2.0 , 5-10-0 5-10-0 4-11-8 0-4-11 5.8-0 5-8.0 1-10-0 6.00 12 5x6 = Scale = 1:71.2 7PT 1-1 10x10 = 00 3x4 = 16 15 14 13 12 3x4 II 4x8 = 3x6 = 2x3 I I x 113x4 II 10 5x8 = 9 3x4 II 3x8 = 3x4 II 3x4 11 30-2-0 5-10-0 11-a-0 7-8 22$-0 28-0-0 16- 2",0 5-10-0 5-10-0 4-11 -8 6-0-8 54i0 -8- 1-2-0 Plate Offsets (X Y)— [8:0-2-0 0-2-0] [12:0-4-8 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Icc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.05 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.11 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.05 13 >999 240 Weight: 225 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. Except: 4-11: 2x4 SP No.3 10-0-0 cc bracing: 8-9 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: OTHERS 2x4 SP No.3 6-0-0 cc bracing: 9-10,7-8. REACTIONS. (size) 16=0-8-0, 8=0-8-0 Max Horz 16=-101(LC 10) Max Uplift 16=-324(LC 12), 8=340(LC 12) Max Grav 16=1040(LC 1), 8=1182(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-988/396, 1-2=-935/338, 2-3=935/338, 34=-1069/449. 4-5=1071/443, 6-8=-301 /217 BOT CHORD 13-15=-480/1356, 12-13=481/1353, 4-12=-184/585 WEBS 1-15=-455/1262, 2-15=-357/201, 3-15=569/222, 3-12=638/235, 10-12=-283/728, 5-10=-391/222, 8-10=-272/833, 5-8=833/246 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-15, Interior(1) 3-1-15 to 16-9-12, Exterior(2R) 16-9-12 to 19-9-15, Interior(1) 19-9-15 to 30-2-0 zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. electronically signed and 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 324 lb uplift at joint 16 and 340 lb uplift at joint 8. signed and sealed and the 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE rvlll-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 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 5606 MYRTLE ST T25664887 77848 A9 ROOF SPECIAL 1 1 Job Reference (optional) unamoers truss, Fort Pierce, FL - 34962, 8.430 s Aug 16 2021 MITek Industries, Inc. Fri Oct 15 10:02:42 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-kYBRLxgQA1GvypGhRaFBOyVIDfwg992jXFK43kyTCHh 6-10-0 13-1 , 17-0.0 , z2.8-0 28-4-0 , 3a2-0 , a1a0 8.10.0 3-4-0 5-8-0 5-8-0 1-10.0 6.00 F12 4x4 = 7 I$ 3x5 11 4x8 = 3x6 = 3x4 = 4x8 = 3x4 11 6x8 = Scale = 1:59.3 30-2-0 6-10-0 13-8-0 21-M 28-0-0 29-0-0 6-10-0 &10-0 7-4-0 7-4-0 1-2-5 Plate Offsets (X,Y)— I8:0-2-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.33 Vert(LL) -0.12 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.19 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.05 11 >999 240 Weight: 203 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-7 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 8-9 OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. WEBS 1 Row at midpt 1-14, 3-13, 5-8 REACTIONS. (size) 14=0-8-0, 8=0-8-0 Max Horz 14=-121(LC 12) Max Uplift 14=-330(LC 12), 8=-334(LC 12) Max Grav 14=1221(LC 18), 8=1358(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1087/405, 1-2=-1038/332, 2-3=1038/332, 3-4=-1612/554, 4-5=-1343/457, 6-8=-312/208 BOT CHORD 11-13=-337/1397, 10-11=-238/1024 WEBS 1-13=450/1406, 2-13=-429/240, 3-13=512/170, 3-11=579/281, 4-11=-264/964, 4-10=-75/260, 8-10=-319/1128, 5-8=1291/377 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-15, Interior(1) 3-1-15 to 17-0-0, Exterior(2R) 17-0-0 to 20-0-3, Interior(1) 20-0-3 to 30-2-0 zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific the this truss electronically signed and to use of 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 lb uplift at joint 14 and 334 lb uplift document are not considered at joint 8. signed and sealed and the 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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: October 18,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p � 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 properly damage. For general guidance regarding the ivi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 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 5606 MYRTLE ST T25664888 77848 AA Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:02:44 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-gxGCmcrgieWcB7Q3Z7Hf6Na3NSBHdOhO_ZpB7cyTCHf �1-0-Oi 8-4.0 15-8-0 ,17-0.0 22-8-0 28.4.0 30-2.0 1.0.0 7-4-0 ' 7-4.0 1-4-0 5-8-0 1-10.0 6.00 12 5x6 = 3x4 2x3 II 4x4 = 4x12 = 5 Scale = 1:59.0 15 22 14 12 11 10 ---- 5x6 = 4x8 = 3x6 — 3x8 = 3x4 = 3x4 II 6x8 = 30.2-0 i 8-4-0 15-8-0 22-8-0 i 28-0-0 a9-0-Q 84-0 7-4-0 7-0-0 5-8-0 1-2-0 Plate Offsets (X,Y)— [2:0-3-0,0-2-01,[9:0-2-4,0-2-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.17 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.28 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.04 12-14 >999 240 Weight: 216 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 end verticals. Except: WEBS 2x4 SP No.3 1 D-0-0 oc bracing: 9-10 OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-14, 6-12. 2-15 REACTIONS. (size) 15=0-8-0, 9=0-8-0 Max Horz 15=-134(LC 12) Max Uplift 15=-333(LC 12), 9=-325(LC 12) Max Grav 15=1205(LC 18), 9=1 351 (LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1018/357, 3-4=-1018/357, 4-5=1297/483, 5-6=-1193/401, 7-9=-285/198 BOT CHORD 12-14=-240/1154, 11-12=-271/1095 WEBS 2-14=-395/1244, 3-14=-458/259, 4-12=598/251, 5-12=260/897, 9-11=-279/1129, 6-9=-1144/359,2-15=-1077/496 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 1-0-0, Exterior(2R) 1-0-0 to 4-0-3, Interior(1) 4-0-3 to 17-0-0, Exterior(2R) 17-0-0 to 20-0-3, Interior(1) 20-0-3 to 30-2-0 zone; cantilever 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. This Item has been 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. electronically Signed and 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 sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members, with BCDL = IO.Opsf. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 15 and 325 lb uplift Printed copies les of this at joint 9. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19i2020 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 Rat 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 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 5606 MYRTLE ST T25664889 77848 B Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:02:46 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTXBV-dJNyAItxEGnKRRaSgQK7BogSRGp_51BJStlHCVyTCHd 4-6-4 8.6.0 16-2-0 21.10-0 28-6-0 32-5.12 , 37-0-0 4.6-0 3-11-12 6.8-0 6-8-0 6.8.0 3-11-12 5x6 = 6.00 FIT 3x4 = 3x4 = 3x6 = Sx6 27 5 6 7 28 8 = Scale = 1:62.7 70 10 14 3x5 = 6x8 = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 6x8 = 3x5 = 1.10-0 37-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.17 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.38 15-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(ILL) 0.11 15 >999 240 Weight: 188 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 7-13 REACTIONS. (size) 18=0-8-0, 12=0-8-0 Max Horz 18=-117(LC 10) Max Uplift 18=-454(LC 12), 12=-404(LC 12) Max Grav 18=1369(LC 1), 12=1369(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1778/617, 4-5=-15671591, 5-7=2376/842, 7-8=1567/591, 8-9=-1778/617 BOT CHORD 17-18=-382/1253, 15-17=-691/2296, 13-15=-697/2296, 12-13=-376/1253 WEBS 3-17=71/403, 4-17=-105/504, 5-17=923/338, 5-15=0/262, 7-15=0/262, 7-13=-923/338, 8-13=-105/504, 9-13=-71/403, 3-18=1647/677, 9-12=-16471677 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-8-6, Interior(1) 3-8-6 to 8-6-0, Exterior(2R) 8-6-0 to 13-8-13, Interior(1) 13-8-13 to 28-6-0, Exterior(2R) 28-6-0 to 33-8-13, Interior(1) 33-8-13 to 37-0-0 zone; cantilever 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. This item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Velez, Joaquin, PE 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 454 lb uplift at joint 18 and 404 lb uplift using a Digital Signature. at joint 12. 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 33810 Date: October 18,2021 ®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 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 Qty Ply 5606 MYRTLE ST T25664890 77848 B1 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:02:47 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-5WxKOeuZ7ZvB2a8eEBrMj7CangBegQOShX2rkxyTCHc r 5-6-4 10.6.0 18-6-0 26-6-0 31-5-12 37.0-0 ' S-6-4 ' 4.11-12 ' 8-0-0 8-0-0 4-11-12 5-6-4 Scale = 1:62.7 5x8 = 3x4 II 5x8 = 4 24 25 3 26 27 6 16 15 " " 13 " 11 10 6x8 = 3x4 = 3x6 = 3x8 — 3x6 = 3x4 —_ 6x8 = 3x5 = 3x5 = 1-10-0 10.6-0 37-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.14 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.24 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.09 13 >999 240 Weight: 195 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc 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) 16=0-8-0, 10=0-8-0 Max Harz 16=-144(LC 10) Max Uplift 16=-454(LC 12), 10=-404(LC 12) Max Grav 16=1548(LC 17), 10=1548(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1986/632, 4-5=-2216/786, 5-6=2216/786, 6-7=-1986/632 BOT CHORD 15-16=-444/1679, 13-15=-398/1802, 11-13=-392/1705, 10-11=-439/1571 WEBS 3-15=-261285, 4-15=0/292, 4-13=218/673, 5-13=-497/281, 6-13=218/674, 6-11=01292, 7-11=-261285, 3-16=-17631738, 7-1 0=-1 763/738 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-8-6, Interior(1) 3-8-6 to 10-6-0, Exterior(2R) 10-6-0 to 15-8-13, Interior(1) 15-8-13 to 26-6-0, Exterior(2R) 26-6-0 to 31-6-14, Interior(1) 31-6-14 to 37-0-0 zone; cantilever 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Sealed by Velez, Joaquin, PE 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 454 lb uplift at joint 16 and 404 lb uplift using a Digital Signature. at joint 10. 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: October 18,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 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 5606 MYRTLE ST T25664891 77848 B2 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:02:49 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-1 u35pKvpXB9vlul l MYtgpQlz7TvdIM318rXxpgyTCHa 6.6.4 12-6.0 , 18-6-0 24-6-0 30.5.12 i 37-0-0 ' 8.6-0 ' 5-11-1z ' 6.0.0 6.0.0 1 1-12 s-s-0 Scale = 1:62.7 5x8 = 3x4 11 5x8 = 4 27 28 5 29 30 6 3x5 = 3x6 II 5x6 = 3x6 = 3x8 = 3x4 = 5x6 = 3x6 11 3x5 = 3x4 = 1-10-0 3x6 = 37-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.22 Vert(LL) -0.10 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.18 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.07 14 >999 240 Weight: 210 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc 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) 18=0-8-0, 10=0-8-0 Max Horz 18=-171(LC 10) Max Uplift 18=-454(LC 12), 10=-404(LC 12) Max Grav 18=1555(LC 17). 10=1555(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2007/601, 3-4=-1886/634, 4-5=1845/696, 5-6=-18451696, 6-7=-1886/634, 7-8=-2007/601 BOT CHORD 15-17=-464/1864, 14-15=-370/1712, 13-14=-364/1619, 11-13=-458/1736 WEBS 4-15=-18/339, 4-14=-126/423, 5-14=366/208, 6-14=-126/423, 6-13=-18/339, 2-17=575/1708, 8-11=-575/1704, 2-18=-1390/576, 8-10=13881576 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-8-6, Interior(1) 3-8-6 to 12-6-0, Exterior(2R) 12-6-0 to 17-8-13, Interior(1) 17-8-13 to 24-6-0, Extedor(2R) 24-6-0 to 29-8-13, Interior(1) 29-8-13 to 37-0-0 zone; cantilever 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. This item has been 4) Provide adequate drainage to prevent water ponding. live loads. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members, with BCDL = IO.Opsf. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 454 lb uplift at joint 18 and 404 lb uplift Printed copies of this at joint 10. 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 Date: October 18,2021 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 Nal' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ItlliTek• 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 Cty Ply 5606 MYRTLE ST T25664892 77848 B3 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:02:50 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-V5dTOgwRIUHmv2tDvGO3Leq?KtBPlpcuNVGVLGyTCHZ 2-10 8 7-8.8 12-0 8 17-M 21-5 8 28-4-0 30-2-0 2-10-8 4-10-0 4-10-0 4-5-8 4-5 8 6-10-8 1-10-0 Scale = 1:52.4 04 = 4 16 3x4 = 5x6 — 1718 5 19 6 3x4 II 6x10 = 5x12 = 08 = 3x4 II 12-" LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/rP12014 CSI. TC 0.83 BC 0.64 WB 0.61 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in floc) I/defl L/d -0.27 10-11 >999 360 -0.55 10-11 >617 240 0.05 14 n/a n/a 0.14 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 174 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-11: 2x4 SP M 30 8-5-11 oc bracing: 10-11. OTHERS 2x6 SP No.2 REACTIONS. (size) 12=0-8-0, 14=0-5-8 Max Horz 12=-108(LC 10) Max Uplift 12=-308(LC 12), 14=-306(LC 12) Max Grant 12=1196(LC 17), 14=1145(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1177/358, 1-2=-3128/899, 2-3=3840/1161, 3-4=1747/624, 4-5=-1533/604, 5-6=-11581500, 6-7=-1337/486 BOT CHORD 10-11=-740/2082, 9-10=-469/1439, 8-9=-1121274 WEBS 1-11=-895/3206, 2-11=-1809/613, 3-11=-405/1700, 3-10=631/321, 4-10=119/556, 5-9=467/187, 6-9=21/373, 7-9=-268/961, 7-14=-1241/438 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 2-10-8, Interior(1) 2-10-8 to 12-6-8, Exterior(2R) 12-6-8 to 15-6-11, Interior(1) 15-6-11 to 21-5-8, Exterior(2R) 21-5-8 to 24-5-11, Interior(1) 24-5-11 to 28-2-4 zone; cantilever fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck electronically Signed and to the use of this truss component. 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 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. 7) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. signed and sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 12 and 306 lb uplift signature must be verified at joint 14. on any electronic copies. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. �� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DS949 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 5606 MYRTLE ST T25664893 77848 B4 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:02:52 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-RTIDRMyig6XU9M1c1hRXQ3wLJhuyVf BgplcQ9yTCHX 4.10-8 i 9.8.8 14-6-8 19-5-8 23.10-12 28.4-0 30-2-0 4-10.8 ' 4-10.0 ' 4-10.0 4-11-0 4-5-4 4-5-4 1.10.0 Scale = 1:52.5 4x4 = 4x8 = 4 18 19 20 5 3x4 II 4x12 = 3x6 = 3x8 = 5x8 = 3x4 = 4-10-8 14.E-8 19-5-8 28-4-0 a9-0-030-2-0 , 4-10-8 9-8-0 4-11-0 B-10-8 1-2-0 Plate Offsets (X,Y)— [5:0-5-4,0-2-01,[7:0-8-8,0-7-41[S:Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.23 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.50 10-12 >682 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.04 15 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wtnd(LL) 0.11 10-12 >999 240 Weight: 184 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x6 SP No.2 REACTIONS. (size) 13=0-8-0, 15=0-8-0 Max Horz 13=-121(LC 10) Max Uplift 13=-311(LC 12), 15=-303(LC 12) Max Grav 13=1055(LC 1), 15=1020(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1023/394, 1-2=-2174/763, 2-3=-2579/954, 3-4=-1336/585, 4-5=-1142/567, 5-6=-1173/527, 6-7=-1351/572 BOT CHORD 10-12=-629/1556, 9-10=-336/995, 8-9=-83/257 WEBS 1-12=-797/2302, 2-12=-1359/559, 3-12=-285/954, 3-10=559/306, 4-10=-92/363, 5-1 0=-1 08/330, 6-9=-263/206, 7-9=404/947, 7-15=-1121/427 Structural wood sheathing directly applied or 4-5-4 oc purlins, except end verticals. Rigid ceiling directly applied or 9-2-13 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-15, Interior(1) 3-1-15 to 14-6-8, Exterior(2R) 14-6-8 to 17-6-11, Interior(1) 17-6-11 to 19-5-8, Exterior(2R) 19-5-8 to 22-5-11, Interior(1) 22-5-11 to 28-2-4 zone; cantilever 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 Thish This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. signed and y g 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. Printed copies of this 7) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not Considered capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 13 and 303 lb uplift signed and sealed and the at joint 15. 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: October 18,2021 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 5606 MYRTLE ST T25664894 77848 B5 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:02:54 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTXBV-Oss_s1 zyLjnC OfB_86T? WU?mTUY4zZjU 17EiU 1 yTCHV 6.10.8 11-8-8 16-6-8 7-5- 22-10-12 28.4.0 30.2.0 6.10-8 4.10.0 4.10.0 11- 5-5-4 5-5-4 1-10.0 4x4 = 4x5 = 4 5 3x4 II 4x12 = 46 = 3x4 = 3x4 = 3x4 11 3x4 = 15 yn N 30-2-0 Scale = 1:56.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [net YES Code FBC2020/TPI2014 CSI. TC 0.50 BC 0.59 WB 0.86 Matrix -MS DEFL. Vert(ILL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Lid -0.33 11-13 >999 360 -0.59 11-13 >581 240 0.02 17 n/a n/a 0.10 11-13 >999 240 PLATES GRIP MT20 244/190 Weight: 190 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x6 SP No.2 REACTIONS. (size) 14=0-8-0, 17=0-8-0 Max Horz 14=134(LC 11) Max Uplift 14=-314(LC 12), 17=-300(LC 12) Max Grav 14=1172(LC 17),17=11136(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1093/397, 1-2=-2166/656, 2-3=2547/820, 3-4=-1252/508, 4-5=-1075/494, 5-6=1259/507, 6-7=-666/277, 7-15=1681725 BOT CHORD 11-13=-499/1599, 10-11=-287/1124, 9-10=-346/1092 WEBS 1-13=-691/2317, 2-13=-1373/534, 3-13=-263/1076, 3-11=710/312, 4-11=160/611. 5-1 0=-1 29/267, 9-15=-333/1038, 6-15=685/183, 7-17=-1225/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-15, Interior(1) 3-1-15 to 16-6-8, Exterior(2E) 16-6-8 to 17-5-8, Exterior(2R) 17-5-8 to 20-5-11, Interior(1) 20-5-11 to 28-2-4 zone; cantilever 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 This item This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. y 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.0psf. Printed copies of this 7) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not Considered capacity of bearing surface, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 14 and 300 lb uplift signed and sealed and the at joint 17. signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 ® 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 verily 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, DSO-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 5606 MYRTLE ST T25664895 77848 B6 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:02:56 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-KE_kHj?CtKlvezLNGVWTbv48olGVRQcnlajpZwyTCHT r 4.7.0 8-10-8 12-11.4 17-0.0 , 22-8-0 28-4-0 30.2-0 r 4-7-0 r 4.3-8 4.0-12 4-0-12 5.8-0 5-B-0 1-10.0 4x4 = 6.00 r12— 5x6 = 3x10 = 4x6 = 3x8 = 3x4 = 3x4 11 30-2-0 Scale = 1:55.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020lrP12014 CSI. TIC 0.38 BC 0.47 WB 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.15 10-12 >999 360 -0.26 12-13 >999 240 0.03 16 n/a n/a 0.06 10-12 >999 240 PLATES GRIP MT20 244/190 Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x6 SP No.2 REACTIONS. (size) 13=0-8-0, 16=0-8-0 Max Horz 13=127(LC 11) Max Uplift 13=-318(LC 12), 16=-296(LC 12) Max Grav 13=1159(LC 19). 16=1 144(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1860/582, 3-4=-2155/714, 4-5=1216/499, 5-6=-1227/485, 6-7=674/277, 7-14=155/721 BOT CHORD 12-13=-33811192, 10-12=-419/1466, 9-1 0=-336/1 115 WEBS 2-13=1429/518, 2-12=-264/1046, 3-12=-1116/419, 4-12=220/912, 4-10=678/284, 5-10=-266/843, 9-14=-322/1059, 6-14=-701/174, 7-16=-1234/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-15, Interior(1) 3-1-15 to 17-0-0, Exterior(2R) 17-0-0 to 20-0-3, Interior(1) 20-0-3 to 28-2-4 zone; cantilever 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 This item has been to the use of this truss component. 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL=10.opsf. Printed copies of this 7) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 13 and 296 lb uplift signed and sealed and the at joint 16. 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 33810 Date: October 18,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK 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 liVl Z* 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/rP/1 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 5606 MYRTLE ST T25664896 77848 B7 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:02:57 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-oRY6U37geegm F7vZgEOi76dlihfnAwOw_4TN5MyTCHS i 5-5-4 10-10-8 17.0.0 22-&0 , 28-4-0 30-2-0 i 5-5-4 5-54 6.1-8 5-8-0 5-e-o 1-ta0 4x4 = 6.00 F12 3x4 II 4x8 = 2x3 II 3x6 = 3x8 = 3x4 = 3x4 II 6x8 = Scale = 1:59.0 30-2-0 a10-8 17-0-0 22-E-0 2e4-0 5-5-0 12 29-0-0 5-5-0 5-5.4 6-1-8 11 5-8-0 1 Plate Offsets (X,Y)-- (8:0-2-0,0-2-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.06 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.12 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(ILL) 0.05 13 >999 240 Weight: 196 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 end verticals. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 8-9 OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 15=0-8-0, 8=0-8-0 Max Horz 15=-116(LC 10) Max Uplift 15=-318(LC 12), 8=339(LC 12) Max Grav 15=1032(LC 1). 8=1189(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-983/389, 1-2=-9421336, 2-3=942/336, 3-4=-1063/437, 4-5=1063/440, 6-8=-272/203 BOT CHORD 13-14=-443/1417, 11-13=-444/1414, 10-11=-286/912 WEBS 1-14=452/1269, 2-14=-324/182, 3-14=640/241, 3-11=675/257, 4-11=-1721570, 8-10=-294/966, 5-8=-1003/370 NOTES- 1) Unbalanced roof live loads have been considered.for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-15, Interior(1) 3-1-15 to 17-0-0, Exterior(2R) 17-0-0 to 20-0-3, Interior(1) 20-0-3 to 30-2-0 zone; cantilever 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 This item has been to the use of this truss component. 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed copies of this p 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 15 and 339 lb uplift at joint 8. document are not considered 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 33810 Date: October 18,2021 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdeation, 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 5606 MYRTLE ST T25664897 77848 B8 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:02:58 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-Gd6ViPOSPyHdtHUINxYxgKALF5y4vQP4CkCwdoyTCHR 6-5-0 12.10.8 17.0-0 zz-&a 28-4-0 30.2.0 6.5-4 6.54 4-1-8 5-8.0 5.8.0 1-10-0 4x4 = 6.00 12 3x4 II 4x8 = 3x6 = 4x8 = 3x4 II 3x4 = 6x8 = Scale = 1:59.3 7 I$ I� 30-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.14 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.05 11 >999 240 Weight: 200 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 8-9 OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. WEBS 1 Row at midpt 3-13. 5-8 REACTIONS. (size) 14=0-8-0, 8=0-8-0 Max Horz 14=-102(LC 10) Max Uplift 14=-325(LC 12), 8=332(LC 12) Max Grav 14=1203(LC 18), 8=1356(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1078/399, 1-2=-1039/331, 2-3=1039/331, 3-4=-1677/576, 4-5=1305/446, 6-8=-272/194 BOT CHORD 11-13=-358/1469, 10-11=-234/1012 WEBS 1-13=-448/1405, 2-13=-402/225, 3-13=580/184, 3-11=-576/284, 4-11=-276/995, 4-10=-58/269, 8-10=-317/1137, 5-8=1299/416 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-15, Interior(1) 3-1-15 to 17-0-0, Exterior(2R) 17-0-0 to 20-0-3, Interior(1) 20-0-3 to 30-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. electronically Signed and 4) Provide adequate drainage to prevent water ponding. Sealed by Velez, Joaquin, PE 5) This truss has been designed for a 10.0 pelf 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 = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 325 lb uplift at joint 14 and 332 lb uplift document are not considered at joint 8. signed and sealed and the 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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: October 18,2021 ®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 • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ■■�•YY■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 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 5606 MYRTLE ST T25664698 77848 B9 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MTek Industries, Inc. Fri Oct 1510:02:59 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJen PyTX8V-kpgtvl15AF P U VQ3yxf3ADXidcVJbeoO D ROyT9FyTC HQ 0• 8 7-6-8 14.10-8 17.0-0 22-9-0 ze-4-o 30-z-o 0- -8 7-4-0 7.40 2-1-8 5-8-o 18.0 1-10-0 'Sv5 = 9vi II 6.00 12 4x4 = 4x12 = 3x5 II 4x8 = 3x6 = 3x8 = 3x4 = 3x4 II 6x8 = Scale = 1:59.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.10 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.18 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Wind(LL) 0.04 11-13 >999 240 Weight: 205 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 8-9 OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-13, 5-11, 1-14 REACTIONS. (size) 14=0-8-0, 8=0-8-0 Max Horz 14=-136(LC 12) Max Uplift 14=-334(LC 12), 8=324(LC 12) Max Grav 14=1208(LC 18), 8=1344(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1005/330, 2-3=-1005/330, 3-4=-14001499, 4-5=-1162/391, 6-8=-284/198, 1-14=-1060/410 BOT CHORD 11-13=-265/1224, 10-11=-266/1093 WEBS 1-13=-445/1352, 2-13=-467/260, 3-13=338/138, 3-11=583/261, 4-11=-267/949, 8-10=-273/1132, 5-8=-1144/355 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=3011; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-15, Interior(1) 3-1-15 to 17-0-0, Exterior(2R) 17-0-0 to 20-0-3, Interior(1) 20-0-3 to 30-2-0 zone; cantilever 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 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 p 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at joint 14 and 324 lb uplift document are not considered at joint 8. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Signed and Sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MIT& USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. Design valid for use only with 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 y building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MtT'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 ANSbTP/t 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 City Ply 5606 MYRTLE ST T25664899 77848 C Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:03:02 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-90L?Xm3zTAo3MuoXcnctgAK6dLVrLOg7MA7mayTCHN 4-6-4 a 15-10-0 19.912 24-4.0 4-64 3-11-12 7-4.0 3-11-:U 46-4 4x8 = 20 21 22 23 4x6 = Scale = 1:40.9 3x4 = 3x6 II 5x6 = 3x8 = 3x5 II Jx4 = 1-6-0 1i10r0 8-6-0 15-IG-0 22-6-0 241q-o24-4-0 , 1 6o a4- 6-8-0 7-4-0 6-8-0 0-4- 1-6-o Plate Offsets (X,Y)— [1:0-2-0 Edge], [4:0-54,0-2-0), [8:0-2-0,Edge), [11:0-2-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.54 Vert(LL) -0.14 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.28 10-11 >895 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.13 10-11 >999 240 Weight: 115 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 4-10 REACTIONS. (size) 12=0-8-0, 9=0-8-0 Max Horz 12=-107(LC 10) Max Uplift 12=-317(LC 12), 9=-264(LC 12) Max Grav 12=900(LC 1), 9=900(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=574/130, 2-3=8811315, 3-4=-914/338, 4-5=-818/358, 5-6=920/341, 6-7=-880/316, 7-8=-572/155 BOT CHORD 1-1 2=-1 69/651, 11-12=-174/671, 10-11=1871811, 9-1 0=1 70/649, 8-9=-170/649 WEBS 2-12=-750/432, 7-9=-751/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interlor(1) 3-0-0 to 8-6-0, Exterior(2R) 8-6-0 to 12-8-15, Interior(1) 12-8-15 to 15-10-0, Exterior(2R) 15-10-0 to 19-11-11, Interior(1) 19-11-11 to 24-4-0 zone; cantilever 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Velez, Joaquin, PE 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 12 and 264 lb uplift using a Digital Signature. at joint 9. 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: October 18,2021 ® 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 , yr building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing f VliTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSO-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 5606 MYRTLE ST T25664900 77848 C1 Hip 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:03:03 2021 Page 1 ID:YCOSddbUYF64ZEYG LbJ en PyTXBV-dbvOI64b EUwwz2 NjAV76 NNtHj6fvaoKpMOwhIOyTC H M 10.6.0 , 13-10-0 18-9-12 24-4-0 1. 4-11-12 3-4-0 4-11-12 5-6-4 48 = 4x4 = Scale = 1:41.4 Id 3x4 = 3x5 II A. — 3x4 = 3x8 = 3x5 II JAY LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TIC0.53 BC 0.48 WB 0.13 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.16 10-11 >999 360 -0.24 10-11 >999 240 0.02 9 n/a n/a 0.14 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 119 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 13=0-8-0, 9=0-8-0 Max Horz 13=-132(LC 10) Max Uplift 13=-317(LC 12), 9=264(LC 12) Max Grav 13=900(LC 1), 9=900(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-699/160, 2-3=955/361, 3-4=-835/326, 4-5=-718/346, 5-6=835/326, 6-7=-955/361, 7-8=-698/179 BOT CHORD 1-13=-214/749, 11-13=-219/768, 10-11=-137/717, 9-10=-214/749, 8-9=-214/749 WEBS 2-13=-636/447.7-9=-636/446 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-6-0, Exterior(2E) 10-6-0 to 13-10-0, Exterior(2R) 13-10-0 to 18-0-15, Interior(1) 18-0-15 to 24-4-0 zone; cantilever 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Velez, Joaquin, PE 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 317 lb uplift at joint 13 and 264 lb uplift using a Digital Signature. at joint 9. 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 6804 Parke East Blvd. Tampa FL 33610 Data: October 18,2021 A WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1AII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and property incorporate this design Into the overall � building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANS11TP/1 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 City Ply 5606 MYRTLE ST T25664901 77848 C2 ATTIC 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8,430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:03:10 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-wx41DVA aeowJ7P34Tlm9sfP7xyljugrzc6Z26yTCHF 8-0-4 10-3-11 1 11- 12-2-0 13-4-8 4-0. 16-3-12 20.0.10 24-4-0 4-3-6 3-8.14 2-3.7 -7-1 1.2-B 1-2-8 -7-1 2.3.7 3.8.14 4.3.6 t 14-8-0 4x5 — Scale = 1:42.9 9-8-0 1 3x4 — 3x4 = 5 7 6.00 12 24 II P5 16 26 24 II 4 2q 3x4 11 8 4x5 4x5 3 9 2x3 II 23 27 24 II 2 10 1 11 � I� 15 14 13 12 3x4 = 3x4 = 6x8 = 6x8 = 3x4 = 3x4 = 1-6.0 1�1Oro 8-0-4 16-3-12 22-6-0 22r14-024-4-0 N 6.2.4 8-3-8 6-2.4 1 0.4- 1-6-0 Plate Offsets (X,Y)— [13:0-3-8 Edge], [14:0-3-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.42 13-14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.74 13-14 >335 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) -0.18 14-15 >999 240 Weight: 117 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-10 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 REACTIONS. (size) 15=0-8-0, 12=0-8-0 Max Horz 15=-153(LC 10) Max Uplift 15=-153(LC 12), 12=-147(LC 12) Max Grav 15=1149(LC 18). 12=1 102(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1432/122, 4-5=-1208/185, 5-6=-30/625, 6-7=43/582, 7-8=1170/182, 8-9=-1413/139 BOT CHORD 14-15=-33/1225, 13-14=0/1208, 12-13=-82/1051 WEBS 8-13=0/412, 9-13=13/259, 4-14=0/374, 5-16=-1846/274, 7-16=1846/274, 3-15=1579/286, 9-12=-1558/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-2-0, Exterior(2R) 12-2-0 to 15-2-0, Interior(1) 15-2-0 to 24-4-0 zone; cantilever 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. This item has been 4) 180.01b AC unit load placed on the top chord, 9-8-0 from left end, supported at two points, 2-6-0 apart. = 0 / /o hint 13 = 0 electronically signed and 5) The Fabrication Tolerance at joint 14 , 6) 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 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members. Printed Copies of this 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8. 5-16, 7-16 document are not considered 9) Bottom chord live load (25.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 15 and 147 lb uplift signed and sealed and the at joint 12. signature must be verified 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. On any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 Qty Ply 5606 MYRTLE STT25664902 T 77848 ATTIC 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:03:12 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTXBV-sJyneBBE6F2eYQZSCuoEEHlkTkccBnQ8QwbflyTCHD 4.3-6 8.0-4 10.3.11 1 -11- 12-2-0 13-4-8 4-0-§§ 16-3-12 22-7-12 4-3-6 3-8-14 2.3-7 7-13 1-21-2 3 2-3.7 6-4-0 4x6 = Scale = 1:43.9 3x4 = 6 3x4 = 5 7 6.00 F12 2x3 II 20 14 21 2x3 II 4 1g 3x4 II 8 2x3 22 3 24 II 16 5x6 9 2 IN cq1 4131 12 11 10 4x5 = 24 II 5x6 = 6x8 = 3x4 II 1 6 0 1 10 0 8-0-4 16-3-12 22-7-12 1-6 0 0-4- 6-24 8-3-8 64-0 Plate Offsets (X,Y)— [1:0-1-0,Edge), [9:Edge,0-1-121, [11:0-3-8,Edgel, [12:0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.52 11-12 >479 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 11-12 >264 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.24 11-12 >999 240 Weight: 105 lb 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 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 11-12. REACTIONS. (size) 10=0-5-12, 13=0-8-0 Max Horz 13=141(LC 11) Max Uplift 10=-106(LC 12). 13=-154(LC 12) Max Grav 10=999(LC 19). 13=1153(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-889/0, 2-3=1330/141, 3-4=-1389/147, 4-5=-1224/218, 5-6=113/717, 6-7=-152/707, 7-8=1179/218, 8-9=-1440/147, 9-10=-972/184 BOTCHORD 1-13=-21/1001, 12-13=-69/1107, 11-12=-43/1212, 10-11 =1 67/257 WEBS 3-12=-22/328, 4-12=-5/282, 8-11=0/358, 5-14=1988/412, 7-14=-1988/412, 9-11=0/1118, 2-13=-10831368 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-2-0, Exterior(2R) 12-2-0 to 15-2-0, Interior(1) 15-2-0 to 22-6-0 zone; cantilever 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. This item has been 4) 180.01b AC unit load placed on the top chord, 9-8-0 from left end, supported at two points, 2-6-0 apart. 5) The Fabrication Tolerance at joint 11 = 8% electronically signed and 6) 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 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed copies Of this p 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-14, 7-14 9) Bottom chord live load (25.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-12 document are not considered 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 10 and 154 lb uplift signed and sealed and the at joint 13. signature must be verified 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. on any electronic Copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. �*R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not BB 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 ANSIMP/1 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 5606 MYRTLE ST T25664903 77848 D HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:03:15 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-GuewGDD7PAQDPuHOtOLxsvNNnyoxO5ra7ugKkJyTCHA 4-6.4 i 8-6-0 15.2.0 i 21-10-0 25-9-12 30-4-0 r 4-6-0 ' 3-11-12 6-8.0 6-8-0 3.11.12 46-4 a Scale = 1:51.2 08 = 2x3 11 4x8 = a 24 0 25 6 3x4 = 6x8 = 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 6x8 = 3x4 = 30-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.33 Vert(LL) -0.06 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.12 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) -0.04 10 n/a file BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.15 11-13 >999 240 Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 16=0-8-0, 10=0-8-0 Max Harz 16=-112(LC 10) Max Uplift 16=-730(LC 12), 10=-679(LC 12) Max Grav 16=1122(LC 1), 10=1122(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1336/1787, 4-5=-157012139, 5-6=1570/2139, 6-7=1336/1788 BOTCHORD 15-16=-1214/970, 13-15=-1475/1154, 11-13=-1470/1154, 10-11=1209/970 WEBS 3-15=-322/276, 4-15=-318/176, 4-13=591/555, 5-13=-413/229, 6-13=-591/555, 6-11=-318/176,7-11=-322/276,3-16=1272/1469,7-10=1272/1469 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-6, Interior(1) 3-0-6 to 8-6-0, Exterior(2R) 8-6-0 to 12-9-8, Interior(1) 12-9-8 to 21-10-0, Exterior(2R) 21-10-0 to 25-10-14, Interior(1) 25-10-14 to 30-4-0 zone; cantilever left and right exposed ; 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. This item has been 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. electronically Signed and 6) • This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by Velez, Joaquin, PE 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 730 lb uplift at joint 16 and 679 lb uplift Printed copies of this at joint 10. 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 Date: October 18,2021 ®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 ANSI?P/1 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 5606 MYRTLE ST T25664904 77848 D1 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:03:17 2021 Page 1 ID:YCOSddbUYF64ZEYG LbJenPyTX8V-DHIghvFNxngxfCRP7RNPxKSbfINGs5DtaCJQoCyTC H8 5-6.4 10-6-0 15.2.0 19-10-0 24-9.12 30.4-0 5-6-4 4.11.12 ' 4-8-0 4-e-0 4-11-12 5.64 0 4x5 = 3x4 = 523 24 4x5 = Scale = 1:51.2 4x5 = 3x6 II 3x8 = 4x6 = 3x8 = 3x6 II 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.40 11-13 >801 360 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.66 11-13 >481 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(ILL) 0.62 11-13 >519 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 30.4-0 28,10-0 � O-4� PLATES GRIP MT20 244/190 Weight: 148 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing. REACTIONS. (size) 14=0-8-0, 10=0-8-0 Max Horz 14=-138(LC 10) Max Uplift 14=-730(LC 12), 10=-679(LC 12) Max Grav 14=1213(LC 2), 10=1213(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1007/1240, 2-3=-1367/1619, 3-4=1371/1732, 4-5=1221/1636, 5-6=1221/1636, 6-7=-1371/1732,7-8=-1367/1619,8-9=-1008/1240 BOT CHORD 1-14=-1267/1086, 13-14=-1272/1086, 11-13=-1470/1301, 10-11=1267/1087, 9-10=-1267/1087 WEBS 4-13=-549/351, 6-11=-549/351, 2-14=894/859, 8-10=-894/859 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-6, Interior(1) 3-0-6 to 10-6-0, Exterior(2R) 10-6-0 to 14-9-8, Interior(1) 14-9-8 to 19-10-0, Exterior(2R) 19-10-0 to 24-1-8, Interior(1) 24-1-8 to 30-4-0 zone; cantilever left and right exposed; 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 730 lb uplift at joint 14 and 679 lb uplift at joint 10. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 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 properly incorporate this design Into the overall Na 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 ANSIITP/I 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 5606 MYRTLE ST T25664905 77848 D2 HIP 1 1 Job Reference (optional) Chambers Truss, Fart Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:03:20 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTXBV-dsRpJwHGEi3WWFA_gZx6Zz46JzNT3QYJG9X4PXyTCH5 6-6-4 12-6-0 , 17-10.0 , 23.9-12 30-4-0 6-6.4 5.11-12 6.4-0 5-11-12 64T co d Scale = 1:51.0 4x8 = 4x5 = 4 24 25 26 27 5 3x5 = 3x6 II 2x3 11 3x4 = 3x6 = 3x8 = 2x3 II 3x6 II 3x5 = 304-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.86 Vert(LL) -0.22 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.44 13-14 >733 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(CT) -0.04 9 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.50 13-14 >646 240 Weight: 155 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 15=0-8-0, 9=0-8-0 Max Horz 15=-164(LC 10) Max Uplift 15=-730(LC 12), 9=679(LC 12) Max Grav 15=1122(LC 1). 9=1122(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1053/1392, 2-3=-1291/1701, 3-4=-1180/1607, 4-5=-1017/1521, 5-6=1181/1608, 6-7=-1290/1701, 7-8=-1053/1391 BOT CHORD 1-15=-1366/1053, 14-15=-1371/1053, 13-14=-1371/1053, 11-13=1273/1017, 10-11 =-1 365/1053, 9-1 0=-1 365/1053, 8-9=-1365/1053 WEBS 4-13=508/268, 5-11=-497/269, 2-15=594/673, 7-9=594/673 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-6, Interior(1) 3-0-6 to 12-6-0, Exterior(2R) 12-6-0 to 16-9-8, Interior(1) 16-9-8 to 17-10-0, Exterior(2R) 17-10-0 to 22-1-8, Interior(1) 22-1-8 to 30-4-0 zone; cantilever left and right exposed ; 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 This item has been to the use this truss component. electronically signed and y SI g 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. Printed Copies Of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 730 lb uplift at joint 15 and 679 Ito uplift document are not considered at joint 9. 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: October 18,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TP/1 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 56116 MYRTLE ST T25664906 77848 DGE Monopitch Supported Gable 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:03:22 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTXBV-ZFZZkcJWIKJDIzKNn_zaeO9cjmEmXPQckTOBTPyTCH3 1-9-7 1-11 1 3-0-5 3-1- 4 4-9-12 1-9-7 0-1- 1-1 4 0-1-9 1-7.14 Scale = 1:19.2 8 7 6 5 3x8 112x3 11 2x3 11 3x4 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.22 BC 0.07 WB 0.11 Matrix-R DEFL. in (loc) Udefl Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Harz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-12 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 4-9-12. (lb) - Max Horz 8=82(LC 12) Max Uplift All uplift 100 lb or less at joints) 8, 5, 6 except 7=-138(LC 12) Max Grav All reactions 250 lb or less at joint(s) 8, 5, 6, 7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-252/73, 1-2=339/102 WEBS 3-6=-120/298, 2-7=127/361 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) 0-1-12 to 3-1-12, Exterior(2N) 3-1-12 to 4-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 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) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. This item has been 7) This truss has been designed for a 10.0 pat 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 electronically signed and will fit between the bottom chard and any other members. sealed by Velez, Joaquin, PE 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 5, 6 except using a Digital Signature. Gt=lb) 7=138. 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: October 18,2021 -- ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 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/7PH 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 5606 MYRTLE ST T25664907 77848 E COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:03:28 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTXSV-OOwg7fNHL93NTunW8F4 ufpfrBEVx8rU6PTWg3yTCGz 5-6-0 I G-7-8 5.6-0 5-1-8 3x6 = 5 I� 2x3 11 2x3 11 9-2-0 Scale = 1:21.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.14 6-7 >649 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.09 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 36lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0, 6=0-8-0 Max Horz 7=66(LC 11) Max Uplift 7=-272(LC 12), 6=200(LC 12) Max Grav 7=413(LC 1), 6=373(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=203/295, 34=201/294 WEBS 2-7=-294/134, 4-6=281/98 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-6-0, Exterior(2R) 5-6-0 to 8-6-0, Interior(1) 8-6-0 to 10-7-8 zone; cantilever left and right exposed ; 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) 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 This item 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 7=272, 6=200. signed and Y g 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: October 18,2021 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Nat building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-99 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 3661p Job Truss Truss Type Qty Ply 5606 MYRTLE ST T25664908 77848 GR2 Common Girder 1 Job Reference (optional) Chambers I russ, Fort Pierce, FL - 34952, 8.430 s Aug 15 2021 MiTek Industries, Inc. Fri Oct 15 10:03:46 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-ss?empbZ6hKpdf9_B1PCcR9fDSDf9326FCgTJOyTCGh 4-5-0 8-3-8 12-2.0 17 3-2 22-7-12 4-5 0 3-10-8 3-10 8 5-1-2 5A-10 4x4 11 3X4 = 6x8 = bxb = HUJ[b bxb = 7x8 = HUbzb HUbZb 6x8 = NUbZb 7x8 II HUS26 HUS26 HUS26 HUS26 Scale = 1:43.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020rrP12014 CSI. TC 0.44 BC 0.95 WB 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.11 10-12 >999 360 -0.20 10-12 >999 240 0.04 8 n/a n/a 0.11 10-12 >999 240 PLATES GRIP MT20 244/190 Weight: 290 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purling, BOT CHORD 2x6 SP No.2 `Except' except end verticals. 8-11: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 7-8: 2x6 SP No.2, 7-9: 2x4 SP M 30 REACTIONS. (size) 13=0-8-0, 8=0-5-4 Max Harz 13=140(LC 7) Max Uplift 13=-1954(LC 8), 8=-1845(LC 8) Max Grav 13=4819(LC 1), 8=5592(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-497/247, 2-3=646/318, 3-4=-7431/2971, 4-5=-5969/2159, 5-6=-5985/2152, 6-7=-7753/2607, 7-8=-4616/1573 BOT CHORD 1-13=234/518, 12-13=-2111/5333, 10-12=-2313/6182, 9-10=-2276/6871, 8-9=-360/1102 WEBS 3-12=-621/1664, 4-12=-874/1463, 4-10=-1313/783, 5-10=-1797/5040, 6-10=2041/608, 6-9=-466/1822,3-13=-6345/2488,2-13=-432/191,7-9=1946/5858 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 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. 3) Unbalanced roof live loads have been considered for this design. electronically Signed and 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. sealed by Velez, Joaquin, PE II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members. signature must be Verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) on an electronic y copies. 13=1954,8=1845. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 6-6-12 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 from the left end to 20-6-12 to connect truss(es) to back face of bottom chord. 69D4 Parke East Blvd. Tampa FL 33610 10) Fill all nail holes where hanger is in contact with lumber. Date: LOAD CASE(S) Standard October 18,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-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 ■ HO• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 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 City Ply 5606 MYRTLE ST T25664908 77848 GR2 Common Girder 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:03:46 2021 Page 2 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-ss?empbZ6hKpdf9_B1PCcR9fDSDf9328FCgTJOyTCGh LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=54, 5-7=54, 1-8=20 Concentrated Loads (lb) Vert: 16=-1501(B) 17=-1031(B) 18=-1031(B) 19=1031(B) 20=-1031(B) 21=1042(B) 22=-1042(B) 23=1044(B) WARNING -Verify 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 MTekO 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 r 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 ANSIITPII 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 5606 MYRTLE ST T25664909 77848 GRA Half Hip Girder 1 1 Job Reference (optional) unamoers truss, MR Vlerce, t-L- rtao/, .+tea r =a. ID:YCOSddbUYF64ZEYGLbJenPyTX8V-IdF9cBf49wrF6GTIQsT8nHJK73bc5sgkAgogSnyTCGd 1-10.0 4.2-0 6-GO it-3-12 16-1-8 , 20-11-9 _ 2%. 15 , 30-6 1-10-0 2.4-0 2-4-0 4-9-12 4-9-12 4.10-1 4.8-5 Scale = 1:52.6 4x8 = 2x3 II 3x4 = 4x12 = 3x6 = 2x3 II 4x6 = 6.00 12 4 24 25 5 26 27 28 6 30 29 31 732 8 33 9 34 35 10 36 151 .. JClY�u4Y12 = 17 37 38 16 39 40 _ r' MKI 20 3x4 = 6x8 = 19 3x4 = 4x10 = 10x18 MT20HS = 14 13 41 42 43 44 3x4 II 3x4 II 3x10 = 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.32 15-16 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.60 15-16 >570 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.22 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wtnd(LL) 0.47 15-16 >732 240 LUMBER- BRACING- 45 12 46 47 11 4x12 = 3x6 II 3 0 4.10.1 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 174 lb FT = 20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, BOT CHORD 2x4 SP M 30 -Except- except end verticals. 3-19,6-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-1-7 oc bracing. WEBS 2x4 SP No.3 *Except* 2-18,13-15: 2x4 SP M 30 REACTIONS. (size) 11=Mechanical, 20=0-8-0 Max Horz 20=119(LC 8) Max Uplift 11=-990(LC 8), 20=847(1_C 8) Max Grav 11=1521(LC 1), 20=1612(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3085/1710, 3-4=-2947/1648, 4-5=-4300/2466, 5-6=4300/2466, 6-7=-5098/3104, 7-9=-1888/1240, 9-10=-1888/1240, 10-11=-1458/957 BOT CHORD 17-18=-1644/2833, 16-17=1507/2641, 15-16=3160/5203, 12-13=1918/3000 WEBS 2-20=-1445/814, 2-18=-1486/2702, 3-17=-263/153, 4-17=77/269, 4-16=-1063/1867, 5-16=-450/287, 6-16=-1008/780, 13-15=-1815/2852, 7-15=-1302/2303, 7-13=556/332, 7-12=-1360/829, 9-12=-383/269, 10-12=1493/2275 I6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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. 4) Provide adequate drainage to prevent water ponding. electronically signed and y SI g 5) All plates are MT20 plates unless otherwise indicated. Sealed by Velez, Joaquin, PE 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. document are not Considered 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) signed and sealed and the 11=990, 20=847. 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: October 18,2021 ®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 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 n /� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I VliTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Duality Criteda, 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 5606 MYRTLE ST T25664909 77848 GRA Half Hip Girder 1 1 Job Reference (optional) unamoers I russ, tort eterce, FL - 34962, 8.430 s Aug 15 2021 MiTek Industries, Inc. Fri Oct 15 10:03:51 2021 Page 2 ID:YCOSddbUYF64ZEYGLbJenPyTXBV-DgpXgXfiwEz6kQ2x_a_NJVsVtTxrgJ4tOUYD_EyTCGc NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 102 lb up at 6-6-0, 117 lb down and 97 lb up at 8-7-13, 117 lb down and 97 lb up at 10-7-13, 117 lb down and 97 lb up at 12-7-13, 117 lb down and 97 lb up at 14-7-13, 87 lb down and 97 lb up at 16-7-13, 87 lb down and 97 Ito up at 18-7-13, 87 lb down and 97 lb up at 20-7-13, 87 lb down and 97 lb up at 22-7-13, 87 lb down and 97 Ib up at 24-7-13, and 87 lb down and 97 lb up at 26-7-13, and 87 lb down and 97 lb up at 28-7-13 on top chord, and 149 lb down and 83 lb up at 6-6-0, 18 lb down at 8-7-13, 18 lb down at 10-7-13, 18 lb down at 12-7-13, 18 lb down at 14-7-13, 36 lb down and 66 lb up at 16-7-13, 36 lb down and 66 lb up at 18-7-13, 36 Ito down and 66 lb up at 20-7-13, 36 lb down and 66 lb up at 22-7-13, 36 lb down and 66 lb up at 24-7-13, and 36 lb down and 66 lb up at 26-7-13, and 36 lb down and 66 lb up at 28-7-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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: 1-4=-54, 4-10=-54, 19-21=-20, 15-18=-20, 11-14=-20 Concentrated Loads (lb) Vert: 4=-65(F) 8=-49(F) 17=59(F) 24=65(F) 25=65(17) 26=-65(F) 27=-65(F) 30=-49(F) 31=49(F) 32=-49(F) 33=-49(F) 34=-49(F) 35=49(F) 37=4(F) 38= 4(F) 39=-4(F) 40=-4(F) 41=-21(F) 42=21(F) 43=-21(F) 44=-21(F) 45=-21(F) 46=-21(F) 47=21(F) ®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 ■.Y■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 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 Clty Ply 5606 MYRTLE ST T25664910 77848 GRB Hip Girder 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:03:64 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-dPUfSYibD9LhbtmWfiY4x7UORg?t1heJ5SmubZyTCGZ 3.6-0 6-6-0 11-4-10 16-1-9 20.10.7 25-7-6 , 30.6.0 , 33-5.12 , 37.0-0 , 3.6.4 2-11.12 4-10-10 4-8-14 4-8-14 4-8-14 4-10.10 2-11-12 3.6-0 5x8 = 6.00 12 3x4 II 3 27 28 29 4 30 1 0 3x8 = 3x4 II 4x6 = 3x8 = 5x6 = 31 532 33 34 635 367 37 8 38 39 409 Scale = 1:62.7 41 42 -- 43 44 -- 45 4b -- " 481b 49 bu b1 3x5 = 3x6 I I 6x8 = 10x18 MT20HS = 3x4 II 3x8 = 5x6 WB = 3x4 II 7x8 = US iI 3x5 = 1.10-0 374)-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.49 BC 0.73 WB 0.86 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Lid 0.51 16-17 >784 240 -0.54 16-17 >742 240 0.12 12 n/a n/a PLATES MT20 MT20HS Weight: 197 lb GRIP 244/190 1871143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-13 OTHERS 2x4 SP No.3 REACTIONS. (size) 20=0-8-0, 12=0-8-0 Max Horz 20=-89(LC 6) Max Uplift 20=-1358(LC 8), 12=-1314(LC 8) Max Grav 20=1859(LC 1). 12=1891(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2520/1960, 3-4=-3754/2925, 4-5=3754/2925, 5-6=4504/3469, 6-8=4504/3469, 8-9=-2317/1868, 9-1 0=-2585/1994 BOT CHORD 18-19=-1658/2182, 17-18=3346/4496, 16-17=-3346/4496, 14-16=2825/3783, 13-14=-2825/3783 WEBS 2-19=-1663/2142, 3-19=-268/104, 3-18=-1387/1922, 4-18=-405/285, 5-18=-917/657, 5-17=-113/274, 6-16=-364/256, 8-16=-640/884, 8-14=-124/275, 8-13=-1821/1324, 9-13=-680/801,10-13=-1652/2192,2-20=-1734/1339,10-12=-1757/1317 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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. 4) Provide adequate drainage to prevent water ponding. electronically Signed and 5) All plates are MT20 plates unless otherwise indicated. sealed by Velez, Joaquin, PE 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) document are not considered 20=1358,12=1314. signed and sealed and the 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 103 lb up at signature must be verified 6-6-0, 87 lb down and 97 lb up at 8-6-12, 87 lb down and 97 lb up at 10-6-12, 87 lb down and 97 lb up at 12-6-12, 87 lb down and on an electronic copies. p 97 lb up at 14-6-12, 87 lb down and 97 lb up at 16-6-12, 87 lb down and 97 lb up at 18-6-0, 87 lb down and 97 lb up at 20-5-4, 87 Joaquin Velez PE Nonic 2 lb down and 97 lb up at 22-5-4, 87 lb down and 97 lb up at 24-5-4, 87 lb down and 97 lb up at 26-5-4, and 87 lb down and 97 lb up MiTek USA, Inc. FL Cart 8 34 MiTeParke, Incast at 28-5-4, and 140 lb down and 185 lb up at 30-6-0 on top chord, and 61 lb down and 246 lb up at 6-6-0, 36 lb down and 66 lb up Blvd. Tempe FL 33610 at 8-6-12, 36 lb down and 66 lb up at 10-6-12, 36 lb down and 66 lb up at 12-6-12, 36 lb down and 66 lb up at 14-6-12, 36 lb down Date: and 66 lb up at 16-6-12, 36 lb down and 66 lb up at 18-6-0, 36 lb down and 66 lb up at 20-5-4, 36 lb down and 66 lb up at 22-5-4, 36 lb down and 66 lb up at 24-5-4, 36 lb down and 66 Ito up at 26-5-4, and 36 lb down and 66 lb up at 28-5-4, and 61 lb down and October 18,2021 ®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 ago' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 5606 MYRTLE ST T25664910 77648 GRB Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:03:54 2021 Page 2 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-dPUfSYibD9LhbtmWriY4x7UORg?t1heJ5SmubZyTCGZ NOTES- 10) 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=54, 3-9=54, 9-11=54, 21-24=-20 Concentrated Loads (lb) Vert: 3=49(B) 7=49(B) 9=93(13) 19=53(131) 13=-53(B) 28=-49(B) 29=-49(B) 30=49(B) 31=-49(B) 33=-49(B) 34=-49(B) 35=-49(B) 37=49(13) 38=-49(B) 39=-49(B) 41=-21(B) 42=-21(B) 43=21(13) 44=21(B) 45=-21(13) 46=-21(B) 47=21(B) 48=21(131) 49=-21(B) 50=-21(B) 51=21(B) ® WARNING - Venty 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 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-99 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suke 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 5606 MYRTLE ST T25664911 77848 GRC Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:03:56 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-ZncQtEjrlmbPgBwvn7aYOYZQzUnAVhDcYmF_fRyTCGX 1-10.0 3.8.4 V 10-3-15 14-0.1 17-10-0 20-9-12 22-6-0 24-4-0 1-10.0 1-8-4 2-11-12 3-9-15 3-8-3 3.9-15 2-11-12 1-8-0 1-110 4x8 = 2x3 11 3x8 = 4x4 = 3 22 23 24 4 25 5 26 27 28 6 Scale = 1:40.9 3x4 — 3x6 II 4x4 = 3x8 = 3x8 = 2x3 II 4x8 = 3x6 11 sxq = 1-&0 24-4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020lrP12014 CSI. TIC 0.23 BC 0.30 WB 0.47 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) 0.10 11-12 >999 240 Vert(CT) -0.10 11-12 >999 240 Horz(CT) 0.02 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 129 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 15=0-8-0, 9=0-8-0 Max Horz 15=-82(LC 6) Max Uplift 15=-880(LC 8), 9=-830(LC 8) Max Grav 15=1186(LC 1), 9=121O(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1442/1193, 3-4=-1731/1479, 4-5=1731/1479, 5-6=-1294/1139, 6-7=1485/1212 BOT CHORD 12-14=-986/1227, 11-12=-1369/1743, 10-11 =-1 369/1743 WEBS 2-14=-988/1194, 3-12=-517/698, 4-12=319/225, 5-10=634/483, 6-10=-349/373, 7-10=-999/1228, 2-15=-1081/874, 7-9=1099/847 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 This item has been will fit between the bottom chord and any other members. 100 lb electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint(s) except Qt=lb) 15=680, 9=830. sealed by Velez, Joaquin, PE 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 102 lb up at using a Digital Signature. 6-6-0. 87 lb down and 97 lb up at 8-6-12, 87 lb down and 97 lb up at 10-6-12, 87 lb down and 97 lb up at 12-2-0, 87 lb down and Printed copies of this 97 lb up at 13-9-4, and 87 lb down and 97 lb up at 15-9-4, and 140 lb down and 182 lb up at 17-10-0 on top chord, and 61 lb down document are not considered and 246 lb up at 6-6-0, 36 lb down and 66 lb up at 8-6-12, 36 lb down and 66 lb up at 10-6-12, 36 lb down and 66 lb up at 12-2-0, 36 lb down and 66 lb up at 13-9-4, and 36 lb down and 66 lb up at 15-9-4, and 61 lb down and 246 lb up at 17-9-4 on bottom signed and sealed and the chord. The design/selection of such connection device(s) is the responsibility of others. Signature must be Verified 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). On any electronic copies. LOAD CASE(S) Standard Joaquin Velez PE No.66162 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6834 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=54, 3-6=-54, 6-8=54, 16-19=-20 Date: October 18,2021 _n ace ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011-7473 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 HZ• building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Qualify Criteria, DSB-89 and BCSI Building Component 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 5606 MYRTLE ST T25664911 77848 GRC Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, U.4�51.1 s Aug I 2UZ1 mi I eK maustrles, Inc. rrl act io nu:usao zun rage z ID:YCOSddbUYF64ZEYGLbJenPyTX8V-ZncQtEjrlmbPgBwvn7aYOYZQzUnAVhDcYmF_fRyTCGX LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=49(F) 6=-93(F) 13=21(F) 14=53(F) 12=-21(F) 4=-49(F) 11=-21(F) 10=-53(F) 5=-49(F) 23=49(F) 25=-49(F) 27=-49(F) 29=-21(F) 30=21(F) ® WARNING -Verify 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 M7ek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 5606 MYRTLE ST T25664912 77848 GIRD HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:03:59 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-_MIYVGmj2hzzhffUSF8FeBBv8hmsi?u2EkUfGmyTCGU 3.6-4 6-6-0 10-10-14 15-2-0 19-5-2 i 23.1041 26.9.12 i t4:-0 i 3.6-4 2-11-12 4.4-14 4.3.2 4.3.2 4.4.14 2-11-12 3-8-4 Scale = 1:51.2 _ 3x8 = 4x8 2x3 II 3x6 = 2x3 II 4x8 = 6.00 F12 3 25 426 27 28 5 6 29 7 30 31 8 3x5 i 2 1 3x5 9 188 17 32 16 33 34 15 14 35 36 13 37 38 12 l 1 3x4 = 3x6 II 5x6 = 3x10 = 4x6 = 3x10 — 5x6 = 3x6 II 3x4 = 20 11 3DA-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.37 BC 0.49 WB 0.66 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.26 14-16 >999 240 Vert(CT) -0.24 14-16 >999 240 Horz(CT) -0.06 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 18=0-8-0, 11=0-8-0 Max Horz 18=86(LC 7) Max Uplift 18=-1295(LC 8), 11=-1251(LC 8) Max Grav 18=151O(LC 1), 11=1538(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1960/1769, 3-4=-2668/2441, 4-5=2668/2441, 5-7=2688/2449, 7-8=2688/2449, 8-9=-2005/1790 BOT CHORD 16-17=-1490/1686, 14-16=2594/2985, 13-14=2594/2985, 12-13=-1509/1726 WEBS 2-17=-1454/1649, 3-16=-1040/1256, 4-16=-366/257, 5-16=-415/347, 5-14=167/258, 5-13=-382/334, 7-13=-367/258, 8-13=1026/1222, 9-12=-1453/1688, 2-18=1395/1181, 9-11=-1422/1160 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; 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. 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 sealed by Velez, Joaquin, PE 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 100 lb uplift at joint(s) except (jt=lb) Printed copies of this 18=1295,11=1251. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 103 lb up at document are not considered 6-6-0, 87 lb down and 97 lb up at 8-6-12, 87 lb down and 97 lb up at 10-6-12, 87 lb down and 97 lb up at 12-6-12. 87 lb down and signed and sealed and the 97 lb up at 14-6-12, 87 lb down and 97 Ito up at 15-9-4, 87 lb down and 97 lb up at 17-9-4, 87 lb down and 97 lb up at 19-9-4, and signature must be verified 87 lb down and 97 lb up at 21-94, and 140 lb down and 183 lb up at 23-10-0 on top chord, and 76 lb down and 183 Ito up at 6-6-0, on any electronic copies. 36 lb down and 39 lb up at 8-6-12, 36 Ito down and 39 lb up at 10-6-12, 36 lb down and 39 lb up at 12-6-12, 36 lb down and 39 lb Joaquin Velez PE No.68182 up at 14-6-12, 36 lb down and 39 lb up at 15-9-4, 36 lb down and 39 lb up at 17-9-4, 36 lb down and 39 lb up at 19-9-4, and 36 lb MiTek USA, Inc. FL Cert 6634 down and 39 lb up at 21-9-4, and 76 lb down and 183 lb up at 23-9-4 on bottom chord. The design/selection of such connection 6904 Parke East Blvd. Tampa FL 33610 device(s) is the responsibility of others. Date: 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). October 18,2021 andard ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify The applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-69 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 5606 MYRTLE ST T25664912 77848 GRD HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34952, t5.43U s Aug lb ZUZ I ml I eK moustnes, Inc. rn vct 10-iu:u,4:uu Zuz I rage Z I D:YCOSddb UYF64ZEYG LbJ en PyTX8V-SYsxicm Lp?5qJ oEgOzfU BOk4u565 RS8CTOD CoCyTCGT LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-8=54, 8-10=54, 19-22=-20 Concentrated Loads (lb) Vert: 3=-49(B) 6=-49(B) 8=93(B) 15=21(B) 17=53(13) 12=-53(B) 25=-49(B) 26=49(B) 27=49(B) 28=-49(B) 29=-49(B) 30=-49(B) 31=49(B) 32=-21(B) 33=-21(B) 34=-21(B) 35=-21(B) 36=-21(B) 37=-21(13) 38=-21(B) ®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 MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not my 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 ANS11TFI1 quality Criteria, DSB-99 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 5606 MYRTLE ST T25664913 77848 GRE HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:04:01 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-wlPJwyr_alDhxypsagAjlcHJSVXzA3uLi2zlLfyTCGS 1-10-0 4-6-0 6-9-2-0 11-0-0 1-10-0 2-8-0 2-0 0 2-8-0 1-10-0 4x4 = 4x4 = Scale = 1:18.6 2x3 II 2x3 II 9-2-0 ,9-6-0, 11-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.03 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.02 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Weight: 43 Ito 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 7=0-8-0 Max Horz 10=-57(LC 6) Max Uplift 10=-341(LC 8), 7=291(LC 8) Max Grav 10=349(LC 17), 7=344(LC 38) 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=341, 7=291. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 55 lb up at 4-6-0, and 138 lb down and 139 lb up at 6-6-0 on top chord, and 62 Ito down and 91 lb up at 4-6-0, and 62 lb down and 91 lb up at 6-5-4 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-4=54, 4-6=-54, 11-14=-20 Concentrated Loads (lb) Vert: 4=40(F) 9=46(F) 8=46(F) 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 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUfPN 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 5606 MYRTLE ST T25664914 77848 J2 JACK -OPEN 18 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:04:02 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-Oxzh7HocKcLYY6N370hyGppQlupxvVWwiiJt5yTCGR 1-10-0 2 6-0 1-10-0 0.8-0 Scale = 1:10.8 cxo 1-6-0 2-6-0 1.6-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-6-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=44(LC 12) Max Uplift 3=-79(LC 1), 4=-104(LC 1), 5=-181(LC 12) Max Grav 3=30(LC 12), 4=49(LC 12), 5=364(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=183/326 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left exposed ; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 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 studs spaced at 2-0-0 cc. 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) Refer to girder(s) for truss to truss connections. TiIIS Item has been This item 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 4=104, 5=181. y signed and g 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: October 18,2021 ®WARNING - Verily 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 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 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 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply 5606 MYRTLE ST T25664915 77848 J4 JACK -OPEN 14 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 2x3 11 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:04:03 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-s7X3LdpE5wTPAGyFh5CBpi Mc21BZeyzegMSsPXyTCGO Scale=1:15.8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TIC 0.24 BC 0.25 WB 0.08 Matrix -MP DEFL. in (loc) I/deft Ud Vert(LL) 0.00 4-5 >999 240 Vert(CT) 0.00 4-5 >999 180 Horz(CT) -0.01 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=81(LC 12) Max Uplift 3=-42(LC 12), 4=32(1_C 9), 5=-146(LC 12) Max Grav 3=52(LC 17). 4=31(LC 3), 5=280(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-183/276 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-5-4 zone; cantilever left exposed ; 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 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=146. 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.68181 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 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 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 ANSUTP/1 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 Oily Ply 5606 MYRTLE ST T25664916 77848 J4A JACK -OPEN 2 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:04:04 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTXBV-KK5RYzpssDbGoQXRFojQLEvnsiXTNP6o00BPxyTCGP 1-10-0 4-2-0 ,4.6-0 , 1-101 2-4-0 0-4-0 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 7.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 Rep Stress Incr YES WB 0.09 BCDL 10.0 Code FBC20201TPl2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 8=0-8-0 Max Horz 8=81(LC 12) Max Uplift 4=-35(LC 9). 8=-112(LC 12) Max Grav 4=66(LC 17), 5=8(LC 3), 8=280(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-182/300 Scale = 1:15.8 4-2-0 DEFL. in floc) Udefl Ud PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(CT) -0.00 7 >999 180 Horz(CT) -0.01 4 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 5-6. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-5-4 zone; cantilever left exposed ;C-C for members and forces & MWFIRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 8=112. 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 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I011-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB-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 City Ply 5606 MYRTLE ST T25664917 77848 J6 JACK -OPEN 37 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 6.43D s Aug 16 2U21 MI I ek Industries, Inc. 1-n Uct I 1U:u4:ub zuzi rage 1 I D:YCOSddb UYF64ZEYG LbJenPyTX8V-p WfgmJ qU dXk7 Pa6ep WEfuSRpA6kn6sOxcfxzUQyTC GO 6.6-0 6-6-0 Scale = 1:21.6 2x3 11 I 1-M b-4-d 4.8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.10 4-5 >574 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.07 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 22 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. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=117(LC 12) Max Uplift 3=-82(LC 12), 4=54(LC 9), 5=-174(LC 12) Max Grav 3=107(LC 17),4=76(LC 3),5=333(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-274/295 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-5-4 zone; cantilever left exposed ; 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 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=174. 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 NoA8182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. �e Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not LC�• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ��iq�.YYi building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IbliTek• 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 City Ply 5606 MYRTLE ST T25664918 77848 J6A JACK -OPEN 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:04:06 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-HiDCzfr6Ors_ljhgMDmuQf OsWDprJQ4rJgWOsyTCGN 1-10-0 4-2-0 6.6.0 1-10-0 24-0 2 4 0 Scale = 1:21.6 8 ... ii 2x3 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TIC 0.66 BC 0.21 WB 0.10 Matrix -MP DEFL. in (lac) I/defl L/d Vert(LL) -0.04 6 >999 360 Vert(CT) -0.07 7 >756 240 Horz(CT) -0.06 4 n/a n/a Wind(ILL) 0.11 7 >522 240 PLATES GRIP MT20 244/190 Weight: 24 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 8=0-8-0 Max Horz 8=117(LC 12) Max Uplift 4=-82(LC 12). 8=114(LC 12) Max Grav 4=136(LC 17), 5=48(LC 3), 8=333(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-258/119 WEBS 2-8=-266/337 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-5-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 8=114. 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 Data: October 18,2021 ®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 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 ANSI17P11 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 City Ply 5606 MYRTLE ST T25664919 77848 KJ6 DIAGONAL HIP GIRDER 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 5.43D s Aug 1s zuzi MI I eK Industries, Inc. r-n Lict 1b 1u:u4:ut zuzl rage i I D:YCOS dd bUYF64ZEYG LbJenPyTX8V-IvnaA?sk98_rftGOwxH7ztWGhvYJ anS E4zQ4Y IyTCGM 4-9-5 5-7-14 , _ 9-1-9 4-9-5 0-10-9 3-5-11 Scale = 1:21.4 2x3 II NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.06 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(CT) -0.05 4 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.08 6-7 >999 240 Weight: 34 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-11-5 Max Horz 7=116(LC 8) Max Uplift 4=-46(LC 8), 5=-152(LC 5), 7=-352(LC 8) Max Grav 4=121(LC 17), 5=76(LC 3), 7=409(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=-272170 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=152, 7=352. 8) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 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 1) Dead + Roof Live (balanced): Lumber Ifcrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 5-8=20 Concentrated Loads (lb) Vert: 11=115(F=58, B=58) 13=105(F=52, B=52) 14=13(F=6, B=6) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 1 VliTek• 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/1 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 City Ply 5606 MYRTLE ST T25664920 77848 KJA Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MI I eK Industries, Inc. Fn Uot 1b 1U:U4:U8 ZUZ1 I -age 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-D5Ky0LsNwS6iGlrCUeoMW43TdJrtJC?NJd9d4lyTCGL -5: 2-3-5 3-3-5 5-9-15 9-1-9 2-512 0-9-9 2-6-11 3-3-10 Scale = 1:21.2 2x3 II 2-0-1 2-5-12, 5-9-15 9-1-9 2-0-1 0-5-10 3-4-3 3-3-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.03 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.04 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Wind(LL) -0.02 8 >999 240 Weight: 36 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. 3-8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 9=0-11-5 Max Horz 9=116(LC 8) Max Uplift 4=-49(LC 8), 5=-55(LC 5), 9=278(LC 8) Max Grav 4=90(LC 17), 5=155(LC 28), 9=473(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 6-7=-192/382 WEBS 3-6=-405/203, 2-9=277/154 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) This item has been 9=278. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 lb down and 155 lb up at electronically signed and 3-7-8. 70 lb down and 155 lb up at 3-7-8, and 95 lb down and 50 lb up at 6-5-7, and 95 lb down and 50 lb up at 6-5-7 on top chord, sealed by Velez, Joaquin, PE and 48 lb down and 110 lb up at 3-7-8, 48 lb down and 110 lb up at 3-7-8, and at 6-5-7, and at 6-5-7 on bottom chord. The using a Digital Signature. design/selection of such connection device(s) is the responsibility of others. Printed Copies Of this 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). document are not considered LOAD CASE(S) Standard signed and sealed and the 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be verified Uniform Loads (plf) on any electronic copies. Vert: 1-4=54, 8-10=20, 5-7=-20 Joaquin Velez 82 Concentrated Loads (lb) Vert: 13=115(F=58, B=58) 15=105(F=52, B=52) Inc.L CNo.al 68 34 USA, . Rmpa 8804 Parke East Blvd. Tempe FL 33610 6904 Blvd. Date: October 18,2021 ® WARNING -Verily 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 MITek0 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 ANSIITP11 Quality Criteria, DSB-89 and BCS1 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 5606 MYRTLE ST T25664921 77848 KJE DIAGONAL HIP GIRDER 2 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:04:09 2021 Page 1 ID:YCOSddbUYF64ZEYG LbJ en PyTX8V-hH uKbhl?hm EZu B Q P2MJ b2lccuj D t2g8XXHvAd ByTCGK 2-6-12 3A-6 6-3-10 2-6-12 0-9-10 2-11 A 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) WellL/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.03 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.05 4-5 >964 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(CT) -0.07 3 n/a thirst BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) -0.02 4-5 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-11-5 Max Horz 5=80(LC 8) Max Uplift 3=-54(LC 5), 4=-74(LC 16), 5=-298(LC 8) Max Grav 3=63(LC 28), 4=14(LC 26), 5=355(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale: 3/4' =V PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; 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 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=298. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS gutdlines. 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=54, 4-6=20 Concentrated Loads (lb) Vert: 9=115(F=58, B=58) 10=105(F=52, B=52) 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 61iTek USA, Inc. FL Cert 6624 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall q� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing inn 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 ANSLITP11 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 Truss Truss Type Cty Ply 5606 MYRTLE ST T25664922 77848 MV2 Valley 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 0.4,11.1 s Aug -I a Zur1 Ivn I eK Inausines, Inc. rn vct to -ru:U-r:-I u Zuz I rage -I ID:YCOSddbUYF64ZEYGLbJenPyTXBV-9USjpOudS3MPWL7bb3ggbV8sA7dbn7_gmxek9dyTCGJ 2-0-0 2-0-0 Scale = 1:7.8 3x4 LOADING (psf) SPACING- 2-0-0 CsL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=25(LC 12) Max Uplift 1=9(LC 12), 2=-26(LC 12) Max Grav 1=51(LC 1), 2=38(LC 17), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever 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) 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/rPl 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 100 lb uplift at joint(s) 1, 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 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 18,2021 'AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p p� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VliTek• 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/fP/1 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 5606 MYRTLE ST T25664923 77848 MV4 Valley 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 3x4 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 7.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=59(LC 12) Max Uplift 1=-21(LC 12), 3=-50(LC 12) Max Grav 1=120(LC 1), 3=122(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 15 10:04:11 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-dgO5OMvFDNUG7VZngnL37jhyzXw7 WaEg7bOHh4yTCGl Scale = 1:12.8 2 3x4 11 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever 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) 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 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 Cert 8634 6904 Parke East Blvd. Tampa FL 33810 Date: October 18,2021 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 M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not eR a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall p �� i building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IyliTek• 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/rPN 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 City Ply 5606 MYRTLE ST T25664924 77848 V4 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 2-0-0 3x4 G 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:04:12 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-5saTEiwt—hc7le8JUslgwEBvwHBF1 TzDF7rDWyTCGH 4-0-0 3x6 = 2 3x4 Scale = 1:7.7 4-M Plate Offsets (X,Y)— [2:0-3-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) file n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-17(LC 10) Max Uplift 1=-30(LC 12), 3=-30(LC 12) Max Grav 1=102(LC 1), 3=102(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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf,, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 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 Date: October 18,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19t202O BEFORE USE. Design valid for use only with MTekO 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 ANS11TPl1 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 5606 MYRTLE ST T25664925 77848 V8 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Fri Oct 1510:04:12 2021 Page 1 ID:YCOSddbUYF64ZEYGLbJenPyTX8V-5saTEiwt_hc7le8JUslgwE5XwGXF1 YzDF7rD WyTCGH 4-0-0 8-0-0 , 4-0-0 3x4 i 2x3 11 4x4 = 3x4 Scale = 1:14.7 B-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Bc 0.19 Vert(CT) n/a Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 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=-42(LC 10) Max Uplift 1=-50(LC 12), 3=50(LC 12), 4=-49(LC 12) Max Grav 1=125(LC 1), 3=125(LC 1).4=250(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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional), and C-C Exterior(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; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 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 8834 8904 Parke East Blvd. Tampa FL 33810 Date: October 18,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-116rr so For 4 x 2 orientation, locate plates 0- trt6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. r 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS o C1-2 C2-3 o 4 WEBS o m , U �aa a O ~ C7-8 C6-7 C5-6 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 1� MiTek MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 General Safety o t Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIrMI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. FILE Copy FORM R405-2020 FLORIDA ENERGY EFFICIENCY CODE FORBUI E,lCTION Florida Department of Business and Professional Regulation - Resideod A Project Name: SOUTHERN CITY,1V4: 'RIVE Builder Name* ;* Street: 5606 MYRTLE D Permit 6flI FT PIERCE 06C City, State, Zip. FT PIERCE, FL. Permit Number: Owner. Jurisdiction: Design Location: FL, Fort Pierce County:- St: ucle (Florida Climate Zone 2). 1. New construction or existing New (From Plans) 10. Wall Typail.1790.0 sqft.) Insulation Area 2. Single family or multiple family Detached a. Concrete Block - Int Insul, Exterior R--4.1 1570.00 112 b. Frame - Steel. Adjacent R=1 11.0' 220.'00 ft2 3. Number of units, If multiple family 11 c. WA R__ ft2 4. Number of Bedrooms 4 d. NIA R= ft2 11. Ceiling Types (1624.0 sqfI Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R-30.6 1624.00 fl? 6. Conditioned floor area above grade (ft2), 1624 b. N/A R= ft2 . f grade ., de (ftJ -, 0, X g Conditioned floor area below 14, . I - . I c. NIA R=ft2 7. Windows(183.8 sqft.) De . scription Area 12. Ducts . a. Sup: Attic, Ret: Attic, AH: Attic 9 R ft2 6_ 154.8 a. U-Factor. SgI, U=0.65 163.83 ft2 SHGC: SHGC=0.26 b. Q-Factor. NIA; ft2 13. Cooling systems kBtu/hr Efficiency SHGC: ',a: Centrall'Urift 34.6 8EER.15.00 c. U-Factor. N/A ft2 SHGC: Area Weighted Average Overhang Depth: 5.232 ft. 14. Heating systbms kBtulhr - Efficiency Area Weighted Average 'SHGC: 0.250 a. Electric Strip Heat 31.0 COP:1.00 S. Skylights Area c. U-Factor(AVG) N/A ft2 116, Hot water systems SHGC(AVG): NI a. Electric Cap: 40 gallons 9. Floor Types (1.624.6 sqft.) Insulation' AIrea EF: 0.920 a. Slab -On -Grade Edge Insulation R4.0 1624.00 ft2 b. Conservation features b. NIA RI, None c. NIA R= ft2 16.,Cr0dits Pstat Total Proposed Modified Loads: 54.76 o, Glass/Floor Area: 0.113 1 __. t, ., PASS Total Baseline Loads: 67.69, I hereby certify that the plans and specifibafibns.6VOI by RII of the plans and S7. n el, this calculation are in cornTplia the Florida E y Code. specifications covered by this Ca Iculation indicates compliance 0 with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: this building will be inspected for compliance ' with Section 553.90,8 I hereby certify that this biIjilding, as designed, is in compliance Florida Statutes. with the Florida Ener de. Iftay, OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: V - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed In accordance with R403.3.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist -in accordance with R402.4.1.1 and this project requires an envelope Is akage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). 12117=21 8:17 AM EnerayGaucie@ USA 7.0.00 - FlaRes;2020 FBC 7th Edition (2020) Compliant Software Page 1 of 4 1TIAL-'ENERGYCONSERVATIONC RESIDE10 ODE DOCUMENTATION CHECKLIST., Florida Department of -Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applicadohi fdr compliance with- the 2020 Florida Building Code, Energy Conservation via the ResId4ntiai sirntiWid Perfoimince" Alternative shall include:' his checklist rm R405-2020 repoVu X�F rt, Vput summary checklist that d can be usefor field verffication (usually four pages1mak.be. o 1 — - - I pages/mak.be. greater) P Energy Perform a-hce Level (EPL) Display Card (one page) HVA s exceptions provided in Section'R403.7 system sizing and selection based 6 ad dh ACCA Manual S or per Mandatory Requirements (five pages) Required prior to CO: I (3 'Air Barrier and Insulation Inspeciibri , Component Criteria checklist (776419 R402.4. 1. 1,- one page). 13 A completed 2020 Envelope Leakage Test Report (usually one page),*:exception in R402.4 " allows.dwelling, units of R-2 Oattaccupancies and multiple ched single family, dwellings to. comply with Section C402.5 Form A406'duct ieakige type in'dI66fes anything othbr than Idefaalt leakage ","then a completed 2020 Duct Leakage Test Report - Performance Method (usually one. page) 12117120218:17:14 AM EnergyQaugeO USA 7.0.00 - FlaRes202O FSC 7th Edition J2020) Compliant Software Page I of 1 I r WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space D _ 1 N Exterior Concrete Block - Int Insul Main 4.0999 54 10 540.0 ft' 0 0.15 0 _ 2 E Exterior Concrete Block - Int Insul Main 4.0999 34 10 340.0 ft' 0 0.15 0 - 3 S Exterior Concrete Block - Int Insul Main 4.0999 33 10 330.0 ftz 0 0.15 , 0 4 W Exterior Concrete Block - Int Insul Main 4.0999 36 10 360.0 ft' 0 0.15 0 5 N Garage Frame - Steel Main 11 21 10 210.0 ft' 0.11 0.15 0 6 - W Garage Frame- Steel Main . _ 11 1 10 10.0 T 0.11 0.15 0 DOORS. # Omt , Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S ' Insulated Main None ,' , .46' 3 6 8 20 ft' 2' N Wood Main None .46 2 8 6 8 17.8 ft' WINDOWS' Orientation shown is the entered, Proposed orientation. / Wall Overhang V # OmV -ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Tinted) Yes 0.66 0.25 N 24.0 ft' 1 ft 6 in 1 ft 0 in None None 2 N 1 Metal Single (Tinted) Yes 0.65 0.25. N 12.0 ft' 12 ft 0 in 1 ft 0 in None None 3 ; N 1 Metal Single (Tinted) Yes 0.65 0.25 N 53.3 ft' 12 ft 0 in 1 ft 0 in None None 4 N 1 Metal Single (Tinted) ----Yes -0.65 - 0.25 N 15.0 ft' 1 ft 6-in 1 ft 0 in None None 5 E 2 Metal Single (Tinted) Yes 0.65' 0.25 N 6.0 ft' 1 ft 6 in 1 ft 0 in None None 6 S 3 Metal Single (Tinted) Yes 0.65 0.25 N 22.5 ft' _ 1 ft 6 in 0 ft 6 in None None 7 S 3 Metal Single (Tinted) Yes 0.65 0.25, N 39.0 ftz 1 ft 6 in 2 ft 0 in None None S S -3 ' Metal Single (Tinted) Yes 0.65-- 0.25 N 12.0 ft' 1 ft 6 in 2 ft 0 in None None GARAGE- # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 451 ft' 451 ft' 64 ft loft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000444 1894.7 103.95 195.15 .1381 7 HEATING SYSTEM # System Type Subtype Speed Efficiency Capacity Block. Ducts 1 Electric Strip Heat/ None COPA 31 kBtu/hr 1 sys#1 PROJECT Title: Building Type: Owner Name: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/EAlsting: Comment: _ SOUTHERN CITY 1624 User 1 FT PIERCE Detached New (From Plans) ,.-Bedrooms: 4 Address Type: Street Address Conditioned Area: '1624 Lot # " Total Stories: 1 Block/Subdivision: Worst Case:. No PlatBook: Rotate Angle: 0 Street: 5606 MYRTLE DRIVE ' Cross Ventilation: "' 'County:`. St. Lucia Whole House Fan: City, State, Zip: 17 PIERCE, „ FL. e. "CLIMATE IMATE J Design Locatlon - Design Temp Int Design Temp — Heating Design Daily -Temp. TMY Site' 97.6 % 2,5'% " Winter 'Summer Degree Days Moisture Range FL, Fort Pierce FL VERO BEACH_MUNI 39 90 • 70 75 • . 299 .- 62, Low BLOCKS Number Name Area, ,_ Volume. 1 Blockl „1624 16240 „ SPACES Number 'Name Area Volume Kitchen Occupants Bedrooms;- . Infii ID Finished Cooled Heated. 1 Main 1624 16240 Yes a 4 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area ' Tile Wood Carpet 1 Slab -On -Grade Edge 6ulatio Main 179 ft '0 1624 W? ____ 0 0 1 „.. ROOF. # Roof.., „Gable" Roof Type ;Materials Area Area Color Rad _ Solar SA Emitt Emitt Deck Pitch Barr Absor. Tested Tested. Insul. (deg) 1 Hip Composition shingles 1759. ftz ., . 0 ftz Light ,. _ N 0.96, No 0.9 No.. h0 22.62 ATTIC... <. V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full•attic ; ., Vented. . . .150 „ 1624 ft.2 N_ . N CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frab Truss Type ' 1 Under Attic (Vented) < Main • , ... 30 ,Blown 1624 f1= 0.11 , Wood, ENERGY -PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGYPERFORMANCE INDEX* _ 95 The. lower. the EnergyP.erformance Index, the more .efficient the home. 5606 MYRTLE DRIVE, FT PIERCE,•FL, 1. New construction or existing New (From Plans) 10. Wall Type and Insulation Insulation Area 2. Single family or multiple family ` Detached a. Concrete Block - Int Insul, Exterior R=4.1 1570.00 ft2 b. Frame-- Steel, Adjacent R=11.0 220.00 ft 3. Number of units, if multiple family 1 c. NIA R= ft2 4. Number of. Bedrooms . 4...... d. NIA R= ft2 ; 11. Ceiling Type and insulation level t Insulation Area . 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1624.00 ft2 6. Conditioned floor area (ft2) 1624 b. NIA R= ft2 7. Windows" . Description Area.. ", _ s ndowsU-Fac c. NIA R= ft2 a. or: S Uption 183e 3. g 12. Ducts, location S insulation level ° ° a; Sup: Attic, Ret: Attic, AH: Attic R f1 6 154.8 - SHGC: SHGC=0.25 b. U-Factor: WA W . SHGC: 13. Cooling systems kStu/hr Efficiency a ; NIA ft2. a. Central Unit 34.6 SEER:15.00 .l3-Factor: SHGC: d. U-Factor NIA ft2 14. Heating systems kBtulhr Efficiency . SHGC: SHGC a. Electric Strip Heat 31.0 COP:1.00 Area Weighted Average Overhang Depth: 5.232rft. Area Weighted Average SHGC: 0.250 8. Skylights Description Area 15. Hot water systems Cap: 40 gallons a. U-Factor(AVG): NIA ft2 a. Electric EF: 0.92 ` SHGC(AVG): N/A' b. Conservation features 9. Floor Types Insulation Area None a. Slab -On -Grade Edge Insulation R=0.0 1624.00 ft2 Credits (Performance method) Pstat b. NIA R= ft2 c. N/A R= ft2 ... I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the, above energy saving -features which will, be installed -(or exceeded) in this home before final ins ection. ' Otherwise, a new EPL Display Card will be completed y4+ based on installed Cod mpliant tur as i Builder Signature: Date: Address of New Home: �(,� t�l//� City/FL Zip:��� # *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida Energy Rating. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 12/17/2021 8:17 AM EnergyGauge® USA 7.0.00 - FlaRss2020 FBC 7th Edition (2020) Compliant Software Page 1 of 1 COOLING SYSTEM # System Type Subtype Subtype Efficiency Capacity Air Row SHR Block Ducts 1 Central Unit/ None . , Sing . SEER: 15 34.6 kBtu/hr 1038 cfm 0.75 1 sys#1 s ; HOT WATER SYSTEM # System Type :' SubType ; 4 Location` a i', .; EF , " . :; ' Cap '- ` Use SatPrit ? . Conservation 1 Electric None Garage 0.92 40 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Pert # Company Name System Model # Collector Model # Area Volume FEF _? None None "ro DUCTS == Supply" Return --- Air", CFM 25 CFM25 HVAC # # Locatl6n R Value Area'-' lJocatlon 's:' Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 154.8.ft Attic �81.2 ft2 Default Leakage ; ,, Attic (Default) (pefault) 1 1 ;TEMPERATURES - Programable Thermostat: Y Ceiling Fans: Coolie }Jan . Feb Mar HeatinEXj Jan Feb Mar [ Apr May iun riJul Auge (] Apr May un Jul Aug XHun Sep E Nov .Oct Nov' Oct ki Dec Dec H Venting(( jj Jan Feb Mar t [X) A r t may Jul Augrl Se t Oct Nov Dec Thermostat Schedule: ' HERS 2008 Reference Hours Schedule Type 1 2 3 4 5 6 •, 7 8. .9 .10 11 12 Goofing (WD) AM 78 78 78 78 78 78^ 78 78 8080 ' 80' 80 PM 80 80 ,: 78 178 78 78 78 78 78 . 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78:' `'' 78~ ' 78 PM 78 78 78 78 78 78 78 78 78., 78 78 . 78 Heating (WD) AM 65 66 66 - . ;.; 66 66 68. 68,•. ,. 68 68 68 68 -. 68 PM 58 68 68 68 68 68'.. 68" 6B 68 68 66 66 f Heating (WEH) AM 66 66 '66 66 66 68 68 68 68 68 68 ; 68 PM 68 68 68. 68._ 68 68 68 68 68' ,. 68 66 .66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System None 0 0 0 1 - Electric Strip Heat 0% 1 - Central Unit • •. ,. ,; MASS , <<., ..,��: Mass Type • Area ,' Thickness '...' ' Fuin'i(u're Fraction '" ' Space Default 8 lbsfs .ft.. 0 ft2 0 .it 0.3 , Main ,. MANDATORY REQUIREMENTS.' (Continued) ❑R402.4.4 Rooms containing fuel -burning appliances. In, Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air'opening shall be located outside the building thermal envelope or enclosed in a room, isolated from Inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement.wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1005 of.the Florida Building Code, Residential. ❑ R402A.5 Recessed lighting. 'Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. -All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 efm (0.W Us) when tested in accordance with ASTM E283 at a 1.0 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. ❑ R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be'provided for each separate heating and cooling system. ❑ R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. ❑ R403,3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSIlRESNETIICC 380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed -as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in accordance with Section R403.3.3. ❑ R403.3.2.1 Sealed air handier. Air handlers shall have a manufacturer's designation for an air leakage of, no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. ❑ R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the'following methods:' 1. Rough -in test Total leakage shall'be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, Including the manufacturer's air handler enclosure'if-installed at the time -of the test. All registers shall be taped or othermse sealed during the test. 2. , Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, Including the manufacturer's air handier enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within'the building thermal envelope. 2.. Duct testing is not mandatory for buildings complying by.Section 405 of this code. Duct leakage, testing is required for Section R405 compliance where credit is taken for leakage, and a duct air leakage On to the outside of less than 0.080 (where On = duct leakage to the outside in c1m per 100 square feet,of.conditioned floor area tested at 25 Pascals) is indicated in the compliance report for the proposed design. • A written report of the results of the test shall be signed by the party conducting the test and provided to the code official_ ❑ R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. ❑R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) . or below 55°F (13°C) shall be insulated to a minimum of R-3. ❑ R403.4.1 Protection of piping Insulation. Piping insulation. exposed to weather shall be protected from damage, including that . caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. ❑ !,R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). If heated water circulation systems are installed, they shall.be in accordance with Section R403.5.1.1, Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be, provided with a circulation pump. The, system return pipe shall ❑ be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. ❑ R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE. 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping In accordance with the times when heated water is used in the occupancy. Florida Building Code, Energy Conservation, 7th Edition (2020) Mandato Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 5606 MYRTLE DRIVE ; Permit Number: FT PIERCE, FL, MANDATORY -REQUIREMENTS -.See individual code sections for full details: SECTION, R401 -GENERAL - R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy: Florida law ❑ (Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energ)i performance'level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and'signed-by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD. SECTION' R402 BUILDING THERMAL ENVELOPE ❑ R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family.dwellings shall be permitted to comply with Section C402.5. ❑ R402.4.1 Bullding.thermal envelope The building thermal envelope sliall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall' allow for differential expansion and contraction, R402.4.1.1 Installation, The components of the building thermal envelope as listed In Table R402.4.1.1 shalt be installed in accordance with the manufacturer's,instructions and the.criteria listed.in Table R402.4.1.1, as applicable to.the method of construction. Where required by the:code official, an, approved third party shall Inspect all components and verify compliance. ❑ R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSIIRESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals)_ Testing shall be conducted by either individuals as defined in Section 553.993(5) or'(!), Florida Statutes, or individuals licensed as set forth in Section 469.105(3)(0, (g) or (i) or an„approved third party. A written report olthe results of the test shall be signed by the party conducting, the test and provided to the code official. Testing shall be performed at anytime after creation of all penetrations of the building thermal, envelope. Exception: • Testing is not required for additions; alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal•envelope. During,testing: .. - 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond. the intended weatherstripping or other infiltration control measures. ' ` 2: Dampers Including exhaust, intake; makeup air, backdiaft and'flue dampers shall be closed, but not sealed beyond intended infltration control measures. : - ' 3. Interior doors, If installed'at the time of'the fast, shall'be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; , 6. Supply and return registers, if installed at the time of the test, shall be fully open. ❑R402.4.2 Fireplaces, "•' New wood -burning fireplaces shall have tight -fitting flue dampers oF'doors' and'outdoor combustion air. Where using tight fitting doors on factory -built fireplaces listed and labeled in accordance with UL-127, the doors shall be rtested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance.with UL 907. ❑R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0,3 cfm per square,foot (1.5 Us/m2),.and swinging doors no more than 0.5, cfr per`.; square foot (2;6,L/slm2),_y herlt6stad according to NFRC 400 or AAMA! WDMA/CSA 101/1.8.2/A44.0 by an accredited, independent laboratory, and listed"and.iabeled`b ' the manufacturer. Exception: Site=built•windows, skylights and doors. r MANDATaRYREQUIRE IUIENTS .(Continued) R403.7.1.1 Cooling equipment capacity.` Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section R403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacityof the, equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal, rating -test value'and shall not be used for equipment sizing. 'Manufaclurees expanded performance data shall be"used to select cooling -only equipment. This selection shall be based on the outdoor design.dry-bulb temperature for the load calculation (or entering water temperature forwater-source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb. and relative humidity used for the load rn calculation and shall be adjusted for return side gains if the retu' duc(s) is installed in an unconditioned space. Exceptions: 1.. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and.multiple-family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. ❑ R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. ❑ R403.7.1.2.3 Fossil fuel heating equlpment. ' The.capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated In accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions: Residences.raquiring'excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused.by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections ❑ C403 and C404 of the Florida Building Code, Energy Conservation —Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls (Mandatory) Snow- and Ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no' precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8'C). _ R403.10 Pools and, permanent spa energy consumption (Mandatory). 'Tile energy consumption "of pools and permanent spas shall be in accordance'with Sections,11403.10.1 through'R403.10.5. R403.10.1 Heaters. The electric power to'heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or extemal'to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. ❑ R403.10.2 Time switches. Iiime.switches.or'6ther control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste=heat-recovery pool heating systems. _ 3. Where pumps are powered exclusively from on -site renewable generation. MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps,and having vertical pipe, risers shall have heat traps installed on• both the Inlets and outlets. External heat traps shall consist of.either a cominercially"-66ilable heat,trap for a ` downward and upward bend of at least 3'/s inches (89. mm) in the hot water distribution line and coldwater, line located as close as possible to the storage tank. R403.5.6 Water heater of iclencies (Mandatory): ❑ R403.5.6.1.1 Automatic controls. Service water-heating.systems,shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable'tern rature setting's for, the intended use. The minimum temperature setting range shall •be from 100°F to 140°F'(38'C to'60°C)_ „ ❑ R403.5.6.1.2 Shutdown. A separate switch or a clearly marked circuit,breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burners) of - combustion types of service water -heating systems to be turned off. ❑ R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a•combination system shall satisfy all 'stated requirements for the appropriate water -heating category. Solar water heaters shall meet the criteria of Section 11403.5.6.2.1. , {, ' • ' • ❑ R403.5.6,2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor `of a'system shall be determined from the Florida Solar Energy Center Directory of, Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806; Test Methods for solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component -Test Protocol. Collectors in installed solar water -heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. ❑ R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation' that meets the requirements of the Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation ' including: Natural, Infiltration or Mechanical means. Outdoor air intakes and ezhausts'shall have aulomaticorgravity dampers that close when the ventilation system is not operating. ❑ R403.6.1 Whole -house mechanical ventilation system fan efficacy. , When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where an air handier that Is integral, to tested and listed HVAC equipment is used to provide whole -house mechanical ventilation, the air handler shall be powered by an electronically commutated motor. , ❑ ;R403.6.2 Ventilation air. Residential buildings designed to. be operated at a positive, indoor pressure or formechanioal ventilation shall meet the following criteria: 1. The design air•change per hour. minimums for residential buildings in ASHRAE 62.2. Ventilation for Acceptable indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or' air-conditioning system make-up'air sh'all�be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or,spes. 3. If ventilation air is drawn from enclosed space(§), then the walls of the space(s) from which air is drawn.shall be insulated to a minimum of R-11 and the ceiling shall be Insulated to a minimum of R-19, space permitting, or R-10 othe►wise. R403.7 Heating and cooling equipment. R403.7.1 Equipment sizing (Mandatory). • Heating and cooling equipment -shall be'sized in 'accordance with ACCA Manual•S based ❑ on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation, methodologies, based on building loads for the directional orientation of,the building.,,The manufacturer and model numbea.of, the outdoor and indoor units (if split system) shall be submitted along with the sensible and -total cooling capacities at the design conditions described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing_ System sizing calculations, shall, not include loads created by local intermittent mechanical Ventilation such'as standard kitchen and bathroom exhaust systems. New,or replacement heating and cooling equipment shall have an efficiency rating.equal to•or greater than the minimum required by federal law for the geographic location where the equipment is installed, • TABLE R403.6.1 WHOLE -HOUSE MECHANICALVENTiLATION SYSTEM. FAN' EFFICACY ±: FAN LOCATION AIRFLOW RATE MINIMUM (CFM) MINIMUM EFFICACY a (CFM/WATT) AIRFLOW RATE MAXIMUIV (CFM) ,_., HRV or ERV Any 1.2 cfrnlwatt Any Range hoods Any 2.8 cfmfwatt, Any In -line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfmlwatt <90 Bathroom, utility room 90 2.8 cfmfwatt Any For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916 t rvry — �n� vraa�a��r.�► Jnaw uwva� a av�• nwr w a ava• vvmr vna.�� a, vt\a a cr�a� , � TABLE 402.4.1..1,, AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA a Project Name: SOUTHERN CITY 1624 Builder Name: Street: 5606 MYRTLE DRIVE Permit Office: FT PIERCE City, State, Zip: FT PIERCE, FL, " Permit Number: • Owner. Jurisdiction: v uJ Design Location: FL, Fort Pierce tzi COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed.; Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ed cefling/soffit the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed., Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity sealed. with a material having a thermal resistance of R-3 Knee walls shall be sealed. per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/doorjambs and framing, and and doors skylights and, framing shall be sealed, .. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be Installed at any exposed edge of', ' Floor framing cavity insulation shall be Installed to (including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawispace wall . Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities cavities shall be filled by insulation that on Installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac 36. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the finished surface. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind oh2ing and wiring, Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers. and tubs. be insulated. Electrical/phone box o -The air barrier shall be installed behind electrical or communication exterior walls boxes or air -sealed boxes shall be installed. HVAC register boots HVAC supply and return register boots that penetrate building thermal envelope shall be sealed to the sub -floor, wall covering or Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. E Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover glates and walls or ceilincts. a. III auWLIUII, 1117JJCULIV11 VI wy WOMI WIGII UC Ill at,6W1Ua1I6C YYIL1141IC FAVV13Iuf13 UI luV-9vu. 12/17/2021 8:17 AM EnergyGaugeO USA 7.0.00 - FlaRes2020 FBC 7th Edition (2020) Compliant Software Page 1 of 1 QR403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid covet or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, "covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and;oil-fired pool and;,spa heaters. , All gasp and oilfired'pool and, spa heaters -shall have a minimum thermal ❑ efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. ❑R403.10.6 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRi 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. , ❑ R403.11 Portable spas (Mandatory). The energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14.. ❑ R403.13 Dehumidifiers (Mandatory If installed, a dehumidifier shalPcorifom to the following requirements: 1.1 The minimum rated efficiency of the dehumidifier shall be greater than 1.7 liters! kWh 'if the total dehumidifier capacity for the house is less than 75 pinlVday and greater than 2.38 IiterslkWh"if the total dehumidifier capacity for the house 'is greater than or equal to 75 pintsrday. 2. The dehumidifier shall be_controiled by a sensor that is'installed irr a location where it is exposed to mixed house air. 3. Any dehumidifier unit located- in unconditioned space that treats air from conditioned spade shall be insulated to a minimum of R-2. 4. Condensate disposal shall be in accordance with Section M1411.3.1 of the Florida, Building•Code, Residential. ❑ R403.13.1 Ducted dehumidifiers. - Ducted dehumidifiers shail,-in addition to conforming to the requirements of Section R403.13, conform to the following requirements: 1. If a ducted dehumidifier is configured with return and supply ducts both connected into the supply side of the cooling system, a backdraft damper shall be installed in the supply air duct between the dehumidifier inlet and outlet duct. 2. if a ducted dehumidifier is configured with only its supply duct connected Into the supply side of the central heating and cooling system, a backdraft damper shall be installed in the dehumidifier supply duct between the dehumidifier and central supply duct. '3. A ducted dehumidifier shall 'hot be ducted to or from a central ducted cooling system on the return duct side upstream from the central cooling evaporator coil. 4. Ductwork associated with a dehumidifier located in unconditioned space shall -be insulated to a minimum of R-6. SECTIONA404 ELECTRICAL POWER AND LIGHTING SYSTEMS ❑R404.1 •Lighting, equipment (Mandatory). Not less than 90 percent of the lamps in permanently installed luminaires shall have an efficacy of at least 451umeris-per-watt or shall utilize lamps with an efficacy of not less than 65 lumens -per -watt. R404.1.1 Ughting equipment (Mandatory). Fuel,gas lighting systems shall not have continuously burning pilot lights., , , STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT SYSTEM FILE COPY AND DISPOSAL REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY SOCC PERMIT #:56-SF-2336675 APPLICATION #: AP1701122 DATE PAID: FEE PAID: RECEIPT #: DOCUMENT #: PR1675316 Zav %-%JX4Qlxul:7: LUN YERMIT FOR: OSTDS New S APPLICANT: (Southern City Development) PROPERTY ADDRESS: 5606 M rtle Da y r ort Pierce, FL 34982 LOT: 19 BLOCK: 55 SUBDIVISION: Indian River Estates PROPERTY ID #: 3402-609-0117-000-5 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MOST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD .' OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 900 ] GALLONS / GPD Septic new CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #pumps [ D [ 500 ] SQUARE FEET R [ ] SQUARE FEET A TYPE SYSTEM: [ ] I CONFIGURATION: [ ] N F LOCATION OF BENCHMARK: Drainfield new SYSTEM N/A SYSTEM STANDARD [ ] FILLED [x] MOUND [ ] TRENCH [x] BED [ ] Site BM, NiD CL of Rd.. I ELEVATION OF PROPOSED SYSTEM SITE E BOTTOM OF DRAINFIELD TO BE L S PL extended W [ 0.00 ][.INCHES FT IABOVE BELOW]BENCHMARK/REFERENCE POINT [ 8.00 ] [ INCHES FT ] [ABOVE BELOW ]BENCHMARK/REFERENCE POINT D FILL REQUIRED: [26.001 INCHES EXCAVATION REQUIRED: [ 49.001 INCHES The system is sized for 3 bedrooms with a maximum occupancy of 6 persons (2 per bedroom), for a total estimated flow of 0 300 gpd. T H P R SPECIFICATIONS By -Brian J I am TITLE: Environmental Specialist III APPROVED BY: TITLE: Environmental Specialist III Brian J I :am St. Lucie cHD DATE ISSUED: 10/21/2021 EXPIRATION DATE: 04/21/2023 DR 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, PAC Page 1 of 3 v 1.1.4 AP1701122 SE1593008 NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN A-02, Tallahassee, Florida 32399. The Agency Clerk's facsimile number is 850-413-8743. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order'. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. St. Lucie County Health Department TH 5150 NW Milner Dr Port Saint Lucie, FL 34983 PAYING ON: #: 56-SF-2336675 BILL DOC #:56-BID-5453089 CONSTRUCTION APPLICATION #: AP1701122 RECEIVED FROM: Brian Bean AMOUNT PAID: $ 545.00 PAYMENT FORM: CREDIT CARD 02173G PAYMENT DATE: 07/30/2021 MAIL TO: (Southern City Development) FACILITY NAME: PROPERTY LOCATION: 5606 Myrtle Dr Fort Pierce, FL 34982 19 55 Lot: Block: Property ID: 3402-609-0117-000-5 EXPLANATION or DESCRIPTION: QUANTITY FEE 128 - OSTDS Construction System Inspection Research Fee 1 $ 5.00 -1 - Surcharge (All) 1 $ 45.00 -1 - OSTDS New Permit Surcharge 1 $ 100.00 -1 - OSTDS Construction Application and Plan Review,New 1 $ 100.00 123 - OSTDS Construction Site Evaluation 1 $ 115.00 126 - OSTDS Construction Permit (New or Mod, Amendment) 1 $ 55.00 127 - OSTDS Construction System Inspection 1 $ 75.00 133 - OSTDS Construction Reinspection 1 $ 50.00 RECEIVED BY: AdamsC AUDIT CONTROL NO. 56-PID-5107609 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM APPLICATION FOR CONSTRUCTION PERMIT APPLICATION FOR: [;w] New System [ ] Existing System [ ] Repair [ ] Abandonment APPLICANT: AGENT: MAILING ADDRESS: 3 N PERMIT NO DATE PAID: FEE PAID: RECEIPT #:`�1�/= [ ] Holding Tank [ ] Innovative [ ] Temporary [ ] TELEPHONE-: % )a— 5 �. ­-7 / - _ TO BE COMPLETED BY APPLICANT OR APPLICANT'S AUTHORIZED AGENT SYSTEMS MUST BE CONSTRUCTED BY A PERSON LICENSED PURSUANT TO 489.105(3)(m) OR 489.552, FLORIDA STATUTES. IT IS THE APPLICANT'S RESPONSIBILITY TO PROVIDE DOCUMENTATION OF THE DATE THE LOT WAS CREATED OR PLATTED (MM/DD/YY) IF REQUESTING CONSIDERATION OF STATUTORY GRANDFATHER PROVISIONS. PROPERTY INFORMATION LOT: BLOCK: 5SUBDIVISION:�,�%n}��fY/� PLATTED: PROPERTY ID #: � �o��^ /J N l%"4-4d-ZONING: I/M OR EQUIVALENT: [ Y N ] PROPERTY SIZE: ACRES WATER SUPPLY: [ ] PRIVATE PUBLIC [N ]<=2000GPD [ 1>2000GPD IS SEWER AVAILABLE AS PER 381.0065, FS? [ y/e ] DISTANCE TO SEWER: FT e„ 4JJ PROPERTY ADDRESS: 6 (0/� �/f"� �,�^7'/ y� /1 � � Z lr� &7 DIRECTIONS TO PROPERTY: BUILDING INFORMATION RESIDENTIAL � [ ] COMMERCIAL Unit Type of No. of No Establishment Bedrooms 2 3 4 [ ] Floor/Equipment SIGNATURE: Building Commercial/institutional System Design Area Sqft Table 1, Chapter 64E-6, FAC' [ ] Other (Specify) I� DR 4015, 08/09 (Obsoletes previous editions which may not be used) Incorporated 64E-6.001, FAC DATE: '3� Page 1 of 4 STATE OF FLORIDA APPLICATION # AP1701122 DEPARTMENT OF HEALTH PERMIT # 56-SF-2336675 ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM SITE EVALUATION AND SYSTEM SPECIFICATION DOCUMENT # SE1593008 APPLICANT: Southem City Development CONTRACTOR / AGENT: Brian Bean LOT: 19 BLOCK: 55 SUBDIVISION: Indian River Estates ID#: 3402-609-0117-000-5 TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEERS MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN: Ex ]YES [ ]NO NET USABLE AREA AVAILABLE: 0.23 ACRES TOTAL ESTIMATED SEWAGE FLOW: 300 GALLONS PER DAY [ RESIDENCES -TABLET / OTHER -TABLE 2 ] AUTHORIZED SEWAGE FLOW: 575.01 GALLONS PER DAY [ 1500 GPD/ACRE OR 1 2500 GPD/ACRE ] UNOBSTRUCTED AREA AVAILABLE: 750.00 SQFT UNOBSTRUCTED AREA REQUIRED: 750.00 SQFT BENCHMARK/REFERENCE POINT LOCATION: Site BM, NiD CL of Rd, S PL extended W ELEVATION OF PROPOSED SYSTEM SITE 0.00 [ INCHES / FT ] [ ABOVE / BELOW ] BENCHMARK/REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES SURFACE WATER: FT DITCHES/SWALES: 15- FT NORMALLY WET: [ ]YES [X]NO WELLS: PUBLIC: FT LIMITED USE: FT PRIVATE: 80 FT NON -POTABLE: FT BUILDING FOUNDATIONS: 5 FT PROPERTY LINES: 5 FT POTABLE WATER LINES: 24 FT SITE SUBJECT TO FREQUENT FLOODING? [ ]YES [X]NO 10 YEAR FLOODING? [ ]YES [X]NOJ 10 YEAR FLOOD ELEVATION FOR SITE: FT[ MSL / NGVD ] SITE ELEVATION: FT [ MSL / NGVD SOTL PRnVTT.T.. TWU"D1AxmrnwT Bann USDA SOIL SERIES: Munsell #/Color Texture Depth. 10YR 4/1 Sand 0 To 24 1 OYR 5/1 Sand 16 To 36 1 OYR 211 Spodic Material 36 TO.47 1 OYR 4/4 Sand 47 To 53 HOLE CAVING Refusal 53 To 72 SOTT. PROWTT.L 'rVL %1oMRmrnwT ov— % USDA SOIL SERIES: Munsell #/Color Texture Depth 10YR 411 Loamy Sand 0 To 4 10YR 5/2 Sand 4 To 33 1 OYR 6/1 Sand 19 To 33 1 OYR 2/1 Spodic Material 33 To 39 10YR 3/3 Spodic Material 39 To 48 1 OYR 4/4 Fine Sand 48 To 55 HOLE CAVING Refusal 55 To 72 OBSERVED WATER TABLE: 24.00 INCHES [ ABOVE / BELOW ] EXISTING GRADE TYPE: [ PERCHED / APPARENT ESTIMATED NET SEASON WATER TABLE ELEVATION: 16 INCHES [ ABOVE / BELOW ] EXISTING GRADE HIGH WATER TABLE VEGETATION: [ ]YES [X]NO MOTTLING: [X]YES [ ]NO DEPTH: 16.00 INCHES SOIL TEXTURE/LOADING RATE FOR SYSTEM SIZING: Loamy Sand/0.60 DEPTH OF EXCAVATION: — 49 INCHES DRAINFIELD CONFIGURATION: [ ] TRENCH [X ] BED [ ] OTHER (SPECIFY) - REMARKS/ADDITIONAL CRITERIA WSWT determined suing USDA WSS and soil borings. 10YR511 stripping in 10YR4/1 matrix >10% with diffuse boundaries starting at 16" in SB1. SB1 0" above BM. SB2 V below BM. q SITE EVALUATED BY: Ingram, Brian DR 4015, 08/09 (Obsoletes previous editions w DATE: 09/02/2021 Environmental Specialist III) (ENVIRONMENTAL HEALTH) may not be used) Incorporated: 64E-6.001, PAC Page 3 of 4 AP1701122 EID2336675 v i 0 2 Michelle Franklin, CFA -- Saint Lucie County Property Appraiser --All rights reserved. Property Identification Site Address: 5606 MYRTLE DR Sec/Town/Range: 11/36S/40E Parcel ID:3402-609-0117-000-5 Jurisdiction: Saint Lucie County Ownership Mark Dutler (TR) 2194 SW Mainsail Ter Stuart, FL 34997 Legal Description INDIAN RIVER ESTATES -UNIT 08- BLK 55 LOT 19 (MAP 34/11N) (OR 3142-802) Current Values Just/Market Value: $14,400 Assessed Value: $8,765 Exemptions: $0 Taxable Value: $8,765 Property taxes are subject to change upon change of ownership. • Past taxes are not a reliable projection of future taxes. • The sale of a property will prompt the removal of all exemptions, assessment caps, and special classifications. Taxes for this parcel: SLC Tax Collector's Office Download TRIM for this parcel: Download PDF Use Type: 0000 Account #: 37684 Map ID: 34/11N Zoning: RS-4 Count Total Areas Finished/Under Air (SF): 0 Gross Sketched Area (SF): 0 Land Size (acres): 0.23 Land Size (SF): 10,000 Building Design Wind Speed Occupancy Category I II III & IV . Speed 140 160 170 Sources/links: Sale History Date Book/Page Sale Deed Grantor Price Code Jun 25, 2009 3142 / 0802 0138 WD Craftsmen Builders Inc $52,000 Oct 3, 2005 2388 / 0090 XX00 WD Ortiz Jose $64,900 Jan 8, 2004 Jun 29, 1999 1905 / 2640 1235 / 1457 XX00 WD Hamilton Jr Francis J XX01 WD Frank E Adams $22,500 Dec 30, 1998 1195 / 1194 XX01 PB Frank E Adams $100 $0 May 6, 1988 0586 / 0713 XX01 PB $0 Building Information (1 of 1) Finished Area: 0 SF Gross Sketched Area: 0 SF Exterior Data View: Roof Cover: Roof Structure: Building Type: Year Built: N/A Grade: Effective Year: N/A Story Height: No. Units: 0 Interior Data Bedrooms: 0 Electric: Full Baths: 0 Heat Type: Half Baths: 0 Heat Fuel: A/C %: 0% Heated %: N/A% Sketch Area Legend Sub Area Description Area Fin. Area Perimeter Type Current Values Breakdown Building: $0 Land: $14,400 JusvMarket: $14,400 Ag Credit: $0 Save Our Homes or $5,635 10% Cap: Assessed: $8,765 Exemption(s): $0 Taxable: $8,765 Frame: Primary Wall: Secondary Wall: Primary Int Wall: Avg Hgt/Floor: 0 Primary Floors: Sprinkled %: 0% Special Features and Yard Items Qty Units Year Blt Current Year Values Current Year Exemption Value Breakdown Current Year Special Assessment Breakdown Start Year AssessCode Units Description Amount 2010 9014 1 Indian River Estates Street Lights $5.00 This does not necessarily represent the total Special Assessements that could be charged against this nronerty_ The. total a,,,.,,,.,* V; AN M Custom Soil Resource Report St. Lucie County, Florida 21—Lawnwood and Myakka sands Map Unit Setting National map unitsymbol. 1 jpvg Elevation: 0 to 200 feet Mean annual precipitation: 49 to 58 inches Mean annual air temperature: 70 to 77 degrees F Frost -free period. 350 to 365 days Farmland classification: Farmland of unique importance Map Unit Composition Lawnwood and similar soils. 41 percent Myakka and similar soils: 39 percent Minor components. 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lawnwood Setting Landform. Marine terraces on flatwoods Landform position (three-dimensional): Talf Down -slope shape: Linear Across -slope shape: Linear Parent material. • Sandy marine deposits Typical profile A - 0 to 8 inches. sand E - 8 to 28 inches. sand Bh1- 28 to 52 inches: sand Bh2 - 52 to 58 inches. sand C - 58 to 80 inches. sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: 10 to 31 inches to ortstein Drainage class: Poorly drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding. None Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 4.0 Available water supply, 0 to 60 inches. Very low (about 0.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated):. 4w Hydrologic Soil Group: A/D Forage suitability group: Sandy soils on flats of mesic or hydric lowlands (G156BC141FL) 10 Custom Soil Resource Report Other vegetative classification: (G156BC141 FL) Hydric soil rating: No Description of Myakka Sandy soils on flats of mesic or hydric lowlands Setting Landform: Flatwoods on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Convex Across -slope shape: Linear Parent material. Sandy marine deposits Typical profile A - 0 to 7 inches: sand E - 7 to 27 inches: sand Bh - 27 to 38 inches: sand C - 38 to 80 inches: sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity. Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 4.0 Available water supply, 0 to 60 inches: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: A/D Forage suitability group: Sandy soils on flats of mesic or hydric lowlands (G156BC141FL) Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141 FL) Hydric soil rating: No Minor Components Electra Percent of map unit: 7 percent Landform: Knolls on marine terraces, rises on marine terraces Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Sandy soils on rises and knolls of mesic uplands (G156BC131 FL) Hydric soil rating: No Ankona Percent of map unit: 7 percent 11 .r Custom Soil Resource Report Landform: Flatwoods on marine terraces Landform position (three-dimensional): Talf Down -slope shape. Convex Across -slope shape: Linear Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141 FL) Hydric soil rating: No Waveland Percent of map unit. 6 percent Landform: Flatwoods on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141 FL) Hydric soil rating: No 12 a TYPE, OF SURVEY: I BOUNDARY I PLOT PLAN U C TIE IN FOUNDATION FINAL COMPLETED ON: 10-12-21 10-12-21 1•1 - LEGAL DESCRIPTION: LOT 19 IN BLOCK 55, INDIAN RIVER �I ESTATES UNIT EIGHT, ACCORDING TO I \V1 THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGE 73, OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY,FLORIDA. ABBREVIATIONS: (C) = CALCULATED p (M) = MEASURED (P) = PLATTED CBS = CONCRETE BLOCK STRUCTURE CMP• = CORRUGATED METAL PIPE CLF = CHAIN LINK FENCE CNS = COULD NOT SET CONC = CONCRETE FFE = FINISHED FLOOR ELEVATION FND = FOUND 5/8" IRON REBAR p r� IRC = 5/8" IRON REBAR WITH PLASTIC CAP IR = 5/8" IRON REBAR PCOR = PROPERTY CORNER PL = PROPERTY LINE PUDE = PUBLIC UTILITIES AND DRAINAGE EASEMENT R/W = RIGHT-OF-WAY R = RADIUS OF CURVE L = LENGTH OF CURVE A = DELTA OF CURVE 0 = SET 5/8" IRON REBAR WITH PLASTIC CAP "AJP PSM 6330" 9 zW <w NAIL is IR a LO LO 0 00 0 0 0 O Q LO Q Z 2 XN U� C6 m W II co wZW L O ~QJ � O D_ fn W �00 3 6 U cV ry 0 O � O O Z '0 011 O O f2 M NAIIL SET IRC PPOLE "PSM 6330 30.00 WITNESS 1' OFFSET PROPOSED WATER W METER IZ U w w O O ; 0 o26.00' b w i c; c; a 4' 15.53 SURVEYOR'S REPORT: 1.`UNLESS_OTHERWISE NOTED ONLY'PLATTED EASEMENTS ARE SHOWN'HEREON. 2. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE LOCATED UNLESS OTHERWISE SHOWN. Z 3. THIS SITE LIES WITHIN FLOOD ZONE "X", ACCORDING TO II THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. 12111CO281 K. EFFECTIVE DATE FEBRUARY 19, 2020. .� 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE ySURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD lli ZONE'SHOULD BE VERIFIED BY A DETERMINATION AGENCY. 0.41C �! 5. BEARINGS SHOWN HEREON ARE BASED ON THE EAST LINE OF LOT 19 ASSUMED TO BEAR S00'02'12"E. Cn 6. ALL LOT DIMENSIONS SHOWN ARE PER PLAT UNLESS OTHERWISE NOTED. ALL SURVEY MEASUREMENTS ARE IN FEET. 7. ALL MAPPED FEATURES SHOWN HEREON ARE UNDER THE DIRECT SUPERVISION AND RESPONSIBILITY OF ALEXANDER J. PIAZZA PSM, INC. 8. SURVEY MAP AND REPORT OR THE COPIES THEREOF ARE NOT VALID WITHOUT THE ORIGINAL SIGNATURE.AND SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 9. ADDITIONS OR DELETIONS TO THE SURVEY MAP OR REPORT BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT CONSENT OF THE SIGNING PARTY OR PARTIES. FDOH in -St. Lucie County ,Environmental Health Sit"lan Approved for Construction �yI%rsedes All Previous Site Plans -for 06 #00 F 8 Well• # to a uz( 3W r: GOLO aLO 18 BLOCK 55 w NJ LOT INTEFISECTION OF 00 0.1 N 0.6 E 4' CLF/4' WOOD OF �COR FENCE CORNER 0.2'N OF PL WELL N89'57'48"E 125.00' FND IR FFE 7.5. PROPOSED w WATER SERVICE Ot 48.67' U a. \50.33' ��-- i re) O o \ t10 LLJ N 36.67' 00 \ 12.00' YOUp 21.33' \UL►JWQO OO �H 0000 21, O)oWW O ft]^ cn� In3 tC3)WWL oonWOOHZNLL.� rn 0 a N m Z0 / 4' 5.0 w>- _j U \ ` N r o/� \ 0 34.00'— ., �_+ w 5' CLF CORNER o I °°' 16.60 16.2 OF POOR W 30.00' RC "P MI 5543" SP9*57'48 W 125.0 0.12'N 5' CLF CORNER Am�una I 1.1'N OF PL 1 LOT 20 BLOCK 55 FFE = 19.98 w< 0 WELL FND IIRC "PSM 5543" 0.33'N,0.17'W X LO O W?i J V) m 0 oz FILE COPY oc' ?!ziJ1 —v w �F—/ 5606 MYRTLE DRIVE LAST FIELD DATE: 10-11— ALE: 1 "=30' ALEXANDER J. PIAZZA PSM, INC. CERTIFIED T0: SOUTHERN CITY DEVELOPMENT, INC. TE:10-12-21 Surveying • Mapping • Consulting 619 SW Biltmore Street AWN' LW*LEBf7280 Port St. Lucie, Florida 34983 iB NO.: Phone: (772) 340-7770�21-8165 Fax: (772) 340-2250 oe q;y�`•' �' .Y 1TE : REVISIONS : Lro/rV- 1 I K:\BUILDERS\DWG2021\21-8165.dwg, 10/13/2021 10:17:06AM