Loading...
HomeMy WebLinkAboutTruss258 Southhall Lane, Suite 200 fiF;D Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com 81 Website: www.fdseng.com ENGINEERING ASSOCIATES May 10, 2021 Building Department Ref: Adams Homes Lot: Lot 116 Blk. 5 Subdivision: Fort Pierce - Waterstone Address: 5326 San Benedetto Pl. Model: 1820 B LHG KA # 21-4892 Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Builders First Source 4/27/2021 2743194 160 C Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 5/10/2021 Carl A. Brown, P.E. FL. # 56126 FDS Engineering Associates, A TSG Company "Your Building Code Experts" (O/A ee'°�F � . 1 Luislsab.,%--%FL.#87° ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 2743194 - LOT 116/5 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2743194 Model: 1820 B Lamps, FL 33610-4115 Lot/Block: 116/5 Subdivision: WATERSTONE - 5326 SAN BENEDETTO PL Address: 5326 SAN BENEDETTO PL, . City: Fort Pierce 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): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 31 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31'.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T23721787 A01 4/27/21 2 T23721788 A02 4/27/21 3 T23721789 A03 4/27/21 4 T23721790 A04 4/27/21 5 T23721791 A05 4127/21 6 T23721792 A06 4/27/21 7 T23721793 A07 4/27/21 8 T23721794 A08 4/27/21 9 T23721795 A09 4/27/21 10 T23721796 A10 4/27/21 11 T23721797 All 4/27/21 12 T23721798 Al2 4/27/21 13 T23721799 B02 4/27/21 14 T23721800 B03 4/27/21 15 T23721801 B04 4/27/21 16 T23721802 B05 4/27/21 17 T23721803 C1 4/27/21 18 T23721804 C1 P 4/27/21 19 T23721805 C1V 4/27/21 20 T23721806 C3 4/27/21 21 T23721807 C3V 4/27/21 22 T23721808 C5 4/27/21 No. Seal# Truss Name Date 23 T23721809 C5V 4127/21 24 T23721810 D02 4/27/21 25 T23721811 E3 4/27/21 26 T23721812 E7 4/27/21 27 T23721813 E7V 4/27/21 28 T23721814 E7VP 4/27/21 29 T23721815 H3 4/27/21 30 T23721816 H7 4/27/21 31 T23721817 H7V 4/27/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 61JIN, 'VF % �. �� 68182 ZTATE OF th Joaquin Velez PE N6.6182 MITek USA, Inc. Fl. Cert 6.634. 6904,Parke East Blvd. Tarifpa FL 33619 Date: April 27, 0 1 Velez, Joagf ILE f 1 11 Job Truss Truss Type Qty Ply ERSTONE �AOI T23721787 2743194 SPECIAL 8. 1 IobTR=eference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:31 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-2kTKnBhzb38gdQ9Z2YgAyLDbUAzifCbMBf8XJ UzMo7c 1-4-0 6-3-0 I1-11-12 19-10-0 27-8 4 33-5-0 39-8-0 1-0- 1-4-0 6-3-0 5-8-12 7-10 4 7-10 4 5-8-12 1-4-0 dI 0 5x6 = 6.00 12 Scale = 1:72.2 ST1.5x8 STP = ST1.5x8 STP = 5x12 3.00 r12 5x12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.49 10-11 >960 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.75 Vert(CT) -0.83 10-11 >561 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.48 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied. 1-4,6-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. BOT CHORD 2x6 SP M 26 `Except' WEBS 1 Row at midpt 6-11. 4-12 13-14,10-13: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=433(LC 9) Max Uplift 2=-81 O(LC 10), 8=-81O(LC 10) Max Grant 2=1782(LC 15), 8=1782(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5794/2627, 3-4=-5560/2469, 4-5=-2715/1481, 5-6=-2676/1481, 6-7=-5238/2469, 7-8=-5483/2628 BOT CHORD 2-14=2202/5538, 12-14=-1441/3786, 11-12=-649/2204, 10-11=1441/3291, 8-10=2202/4922 WEBS 5-1'1=425/1139, 6-11=-1436/820, 6-10=682/2000, 7-10=-188/281, 5-12=-425/1190, 4-12=1522/820, 4-14=-682/2184, 3-14=-173/281 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft;-Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=810, 8=810. Il1lllllfy�I JIN Nq '68182 S OF Joaquin Velez PE Nd.68182. M17ek USA;,Inc::FC CerYti634 .6904:Parke East BIA Tampa FL 336,10 bate; April 27,2021 ® WARNING -Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19l2020 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 passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast 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 LOT 116/5 STONE T23721788 2743194 A02 SPECIAL 2 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2616:22:33 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-_6b4BtjD7hPOtjJxAzse1 mlx_dU768ffzddONzMo7a r1-4-Q 6-3-0 i 11-11-12 19-0-0 i20-8-0, 27-8-4 33-5-0 39-8-0 ¢1-01 1-4-05-8-12 7-0-4 1-8-0 - 7-0-4 5-8-12 6-3-0 1-4-0 5x6 = 6.00 F127 5x6 = ST1.5x8 STP = 3x4 = ST1.5x8 STP — 6x8 3.00 12 6x8 zz- 8-8-0 -0-0 Scale = 1:75.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.90 BC 0.86 WB 0.70 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) 0.53 12 >890 240 Vert(CT) -0.80 11-12 >584 180 Horz(CT) 0.54 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. BOT CHORD 2x4 SP No.2 `Except` 2-16,9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-81 O(LC 10), 9=-81O(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/2623, 3-4=-4460/2503, 4-5=-2621/1685, 5-6=-1866/1397, 6-7=-2621/1685, 7-8=-4460/2503, 8-9=-4678/2623 BOT CHORD 2-16=2192/4471, 15-16=-1473/3093, 13-15=-740/1864, 12-13=-740/1862, 11-12=-1473/2962, 9-11=-2192/4181 WEBS 4-16=695/1675, 4-15=-1162/756, 5-15=535/1071, 5-13=-261/320, 6-13=-261/320, 6-12=535/1010, 7-12=-1086/756, 7-11=-695/1545 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Extedor(2R) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=810, 9=810. ` ,,,,�{111111/II�, .�PpU IN VF'I< '!. No'6.8182 CBS.�� _ST OF t 14/ Z lb 0. N A L S% 1111,1 Joaquin Velez PE No.68182 MiTek USA, Inc.. FL Cert 6634. .6904 Parke East,Blvd. Tampa FL 33610 Date: April 27,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, andis 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1AiTek• 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/TPII 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 Qly Ply LOT 116/5 WATERSTONE T23721789 2743194 A03 SPECIAL 2 1 Job Reference (optional) �.� t­, , any, r�/, rnanr uiiy, rt - 000m, 8.43U s,4pr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:34 2021 Page 1 ID:193QG WB BpX3jRI87zeOm7kz5?ad-SJ9TPDkru_XFUtu6jgOtazr8ENzOsWgoudMBwpzMo7Z r7-4-a 6-3-0 11-11-12 17-0-0 22-8-0 27-8-5 3%5-0 39-8-0 41 0 Q 1-4-0 6 3-0 5-8-12 55 -12 6-3 6.00 12 5x6 = 5x8 = ST1.5x6 STP = 5x8 :;—� ST1.5x8 STP = 3.00 FIT 5x8 17-0-0 31-0-0 Scale = 1:75.1 LOADING (psD TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.80 BC 0.88 WB 0.94 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) 0.53 11-12 >891 240 Vert(CT) -0.79 11-12 >590 180 Horz(CT) 0.49 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 235 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. (size) 2=0-8-0, 9=D-8-0 Max Horz 2=376(LC 9) Max Uplift 2=81 O(LC 10), 9=-810(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4846/2901, 3-4=-4578/2723, 4-5=-2453/1692, 5-6=2150/1604, 6-7=-2451/1691, 7-8=-4578/2723, 8-9=-4846/2901 BOT CHORD 2-15=2453/4599, 14-15=-1599/3074, 12-14=-998/2148, 11-12=-1599/2984, 9-11=2453/4352 WEBS 3-15=261/317, 4-15=-775/1762, 4-14=-1183/761, 5-14=-394/792, 6-12=-3941816, 7-12=1111/761,7-11=-775/1647,8-11=-275/317 NOTES. 1) Unbalanced roof live loads have been considered for this design. t1I11111 11I t'. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ,,��� VFW �411iP, (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Extefior(2R) 13-0-6 to 26-7-10, ,�� OP.a Interior(1) 26-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �. ;r v. �C`••,� 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific No. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding.V. ,681.82 .�. �• ��, *' 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) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSIliPI 1 angle to formula. Building designer ST F 0 grain should verify 0 capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=1b) 2=810, 9=810. ♦ :t>- O Fj, 1- ,. N A' ��`, nn� . Joaquln:Velez, PENd.68182 MITek USA; InC;.FL Geri 6634 69t14 ;' ; East Blvd. Tampa FL 336,10 Date:. April 27,2021 ® 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 ANSI/rP11 Quality Criteria, DSB-89 and BCS/ 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 LOT 11615 WATERSTONE T23721790 2743194 A04 SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:36 2021 Page 1 ID:193QG WB BpX3jRl87zeOm7kz5?ad-OhH Dgvl5QcnzkB2 Wr5QLfOwW?BcdKW35LxrH?izMo7X r1-4-4 5-11-1 9-6-9 15-0-0 19-10-0 24-8-0 30-1-7 33-8-15 39-8-0 �11-0-Q 1-4-05-11-1 3 7-9 5-5-7 4-10-0 4-10-0 5-5-7 3-7-9 5-11-1 1-4-0 6.00 12 4x8 11 4x12 :::: 3.00 12 5x6 = 3x4 = 5x6 = 24 6 25 7 4x12 4x8 // Scale = 1:75.1 8-8-0 15.0.0 24-8-0 31-0-0 39-8-0 8-8-0 6-4-0 9-8-0 6-4 0 8-8-0 Plate Offsets (X,Y)-- [2:0-0-3,1-11-7],[2:0-2-7,0-0-9],[4:0-3-0,0-3-0],[5:0-4-0,0-2-8],[7:0-4-0,0-2-8],[8:0-3-0,0-3-0],[10:0-0-3,1-11-7],[10:0-2-7,0-0-9],[12:0-4-12,0-5-4], [16:0-4-12,0-5-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.52 13-15 >922 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.89 13-15 >534 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.52 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -AS Weight: 237lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 8-13 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=335(LC 9) Max Uplift 2=797(1_C 10), 10=797(LC 10) Max Grav 2=1803(LC 15), 10=1803(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6039/3136, 3-4=-5785/3013, 4-5=-3326/1956, 5-6=-2977/1856, 6-7=-2878/1856, 7-8=-3217/1956, 8-9=-5529/3013, 9-10=-5790/3136 BOT CHORD 2-16=2673/5780, 15-16=-2221/4848, 13-15=-1428/3091, 12-13=-2221/4401, 10-12=-2673/5294 WEBS 4-16=646/1713,4-15=-1974/1031,5-15=-516/1187,7-13=-516/1196,8-13=-1866/1031, 8-12=646/1598, 9-12=-259/216, 6-15=-334/191, 6-13=334/191 1 NOTES- Vlll, IN N 1) Unbalanced roof live loads have been considered for this design. ,O 2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCID L=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ♦♦♦, ♦ .•� V F•'• i II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-4-2, Interior(1) 2-4-2 to 11-0-6, Exterior(2R) :' N Q 68182 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6; Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific = to the use of this truss component. fl 4) Provide adequate drainage to prevent water ponding. OF .- �►'� •• 5) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 0 !(j ���. ••. 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 T Qom..' ♦♦♦ �0, •' �' will fit between the bottom chord and any other members, with BCDL = 10.0psf. Fi' •'•\�� `♦� �IjslS� • • •'�` 7) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify ��� s capacity of bearing surface. Ill'i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 10=797. Joaquin Velez PE Nd.68182 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum MiTek USA, Inc. FL Celt 6634 sheetrock be applied directly to the bottom chord. 6904ITirk6 East Blvd. Tampa FL 33610 Date: April 27,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with 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 BCS/ Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply LOT 11615 WATERSTONE TA T23721791 2743194 SPECIAL 1 1 Job Reference (optional) s rnstauurce (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:37 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-surbl EmjBvvgMLdjPoxaCcTe5bzd3wEEaabrX8zMo7W r1-4-Q 6-8-0 13-0-0 19-10-0 26-M 33-0-0 39 8-0 41 0-0 1-4-0 6-8-0 6-41 6-10-0 6-10-0 6 4-0 6-8-0 1-4 0 Scale = 1:75.1 5x6 =. 6.00 12 3x4 = 5x6 = 4 17 18 5 19 206 ST1.5x8 STP = ST1.5x8 STP = 6x8 % 3.00 F12 6x8 zz 8-8-0 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 FBC2020ITP12014 CSI. TC 0.89 BC 0.91 WI3 0.76 Matrix-SH DEFL. in (loc) Vdefl L/d Vert(LL) 0.55 11-13 >845 240 Vert(CT) -0.89 11-13 >526 180 Horz(CT) 0.57 8 We n/a PLATES GRIP MT20 2441190 Weight: 190lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-14,8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Harz 2=-294(LC 8) Max Uplift 2=810(LC 10), 8=-810(LC 10) Max Grav 2=1533(LC 1), 8=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4722/2949, 3-4=-4466/2806, 4-5=-2924/2005, 5-6=-2924/2005, 6-7=-4466/2806, 7-8=-4722/2949 BOT CHORD 2-14=2492/4340, 13-14=-1444/2714, 11-13=-1702/3110, 10-11=-1444/2714, 8-10=2492/4222 WEBS 3-14=282/338, 4-14=-985/1859, 4-13=-142/522, 5-13=-394/275, 5-11=-394/275, jell I I t1/�� 6-11=142/522, 6-10=985/1749, 7-10=-292/338 %0 QU NOTES- 1) Unbalanced roof live loads have been for this design. E N S� ��'. considered .`�� v�•.G 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. i II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(21R) N Q 6.81182 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2R) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Extedor(2E) 37-0-6 to * ,• 41-0-0 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 •=p, , �'• AM- to the use of this truss component. �O ', S OF 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 bottom chord live load live psf nonconcurrent with any other 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 chard and .n ; ♦ 0 1R � e....... any other members. •tss . % ��I 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify N A4 capacity of bearing surface. Il11.11'FII����' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquln Velez PE N6.68182 2=810, 8=810. MiTek USA,' Inc.. FL13016634. 6904 Parke East Blvd. Tampa FL 33610 Date: April 27,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19I2020 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 LOT 11615 WATERSTONE I T23721792 2743194 A06 SPECIAL 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2616:22:38 2021 Page 1 ID:193QG WBBpX3j RI87ze0m7kz5?ad-L4PzFanMyD 1 hzVCvyWSpkp?o9?KkoQ_OoEKO3azMo7V �4 0 5 11-1 11-0-0 17-0-0 22-8.0 211 8-0 33-8-15 39-8-0 41-0 Q 1-4-05-0-15 6-0-0 5-8-0 6-0-0 5-0-15 5-11-1 Scale = 1:73.6 5x6 = 2x4 11 5x6 = 4 18 19 0 0 20 21 7 5x6 = ST1.5x8 STP = ST1.5x8 STP = 6x8 % 3.00 12 6x8 Zz 8-8-0 Plate Offsets (X,Y)-- [2:0-5-9,Edgel, [4:0-3-8,0-2-41, [6:0-3-0,0-3-01, [7:0-3-8,0-2-41, [9:0-5-9,Edge1 LOADING (psf) SPACING- 2-G-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.68 12-14 >689 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.97 12-14 >481 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 3-11-8 oc bracing. 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=810(1_C 10), 9=-810(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2926, 3-4=-4455/2724, 4-5=-3991/2570, 5-6=-3991/2571, 6-7=-3994/2572, 7-8=-4455/2724,8-9=-4675/2926 BOT CHORD 2-15=2472/4227, 14-15=-1709/3153, 12-14=-2149/4007, 11-12=-171013155, 9-11=2472/4178 WEBS 3-15=214/309,4-15=-702/1462,4-14=-493/1086,5-14=-319/298,6-12=-376/300, 7-12=493/1086, 7-1 1=-699/1408,8-1 1=-227/308 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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 chard and any other members. 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=810, 9=810. 1,1111111 >,%% 6U_ 1, N ENS No. ,68182 �'D • • ZZ OF .' 1; I% Joaquin Velez PE Nd.68182 M[iek USA; Inc. FL Cert 6634 6904 Parke 69,Bivd.Tampa FL 33610 Date: April 27,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511MO20 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 i1A 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 ANS11TPI1 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=LOT1ERSTONET23721793 2743194 A07 SPECIAL 1 (optional) Builders FesiSource (Plant city, FL), Plant city, FL - 33b67, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:40 2021 Page 1 ID: 193QG WBBpX3jR187zeOm7kz5?ad-HTWkfGocUgHPDoL14xUHpE5A906gGKOhGYpVBTzMo7T r1-4-0, 4-65 9-0-0 15-10-8 23-9-8 30-8-0 35-1-11 39-8-0 f11-0-Q 1 4-0 4-61 4-5 11 6-10 8 7-10-15 6 10 8 4-5-11 4-6 5 1-4-0 5x6 = 6.00 12 3x4 = 21 2223 5 5x8 = 5x6 = 2425 26 7 ST1.5x8 STP = Zxv I I 3x4 = 2x4 11 ST1.5x8 STP = 4x6 = 3.00 F12 19-10-0 11 39-B-0 4x6 Scale = 1:73.6 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 Incr NO Code FBC2020/TPI2014 CSI. TC 0.78 BC 0.50 WB 0.57 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udefl L/d 0.21 15-16 >745 240 0.17 15-16. >943 180 0.03 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 191 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 15-16,13-15. WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Gt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-212(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-312(LC 10), 9=-326(LC 10), 16=-675(LC 10), 13=-703(LC 10) Max Grav All reactions 250lb or less atjoint(s) except 2=461(LC 15), 9=538(LC 16), 16=1106(LC 19), 13=1162(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-917/450, 3-4=338/147, 4-5=-287/644, 5-6=-74/688, 6-7=-307/675, 7-8=-470/228 8-9=-1055/524 BOT CHORD 2-18=251/931, 17-18=-257/935, 16-17=-28/292, 15-16=-301/136, 13-15=-391/248, 12-13=01331, 11-12=323/894, 9-11=-317/890 WEBS 3-17=553/413, 4-17=-39/401, 4-16=-951/598, 5-16=-787/686, 5-15=-513/208, to 6-15=487/295, 7-12=-58/372, 8-12=-542/404, 6-13=-766/671, 7-13=961 /665 IN NOTES- 1) Unbalanced roof live loads have been considered for this design. PQU •• � C E•N�I % ON SAC••._ 40 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. �� ••.��, 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exteflor(2R) N O 681: s2 •,' 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Exterior(2R) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Exterior(2E) 37-0-6 to * ;• *. 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 — 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. O': S Y9OF • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �T , A" 6) • This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom R' Q •'�• '�� �� .S •"''•''• ��° chord and any other members. 7) Bearing 9 �Is��N A' joint() , considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 2, 326 lb uplift at Joaquin Velez PE Nd.68182 joint 9, 675 lb uplift at joint 16 and 703 lb uplift at joint 13. MITBk USA;,Inc. FL Cart 6634 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that 6904 Parke East Blvd. Tampa FL 33610 they are correct for the intended use of this truss. Dafe: 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ADrll 27-2021 Continued on oaae 2 ® WARNING - Willy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with 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 ANSI TP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke Fast 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 LOT 11615 WATERSTONE T23721793 2743194 A07 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:40 2021 Page 2 ID:193QG WBBpX3jR187ze0m7kz5?ad-HTWkfGocUgHP DoL14xUHpE5A906gGKOhGYpVBTzMo7T LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=54, 7-10=-54, 2-17=-20, 12-17=-20, 9-12=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=105, 2-19=59, 19-20=47, 4-20=70, 4-22=70, 22-25=47, 7-25=70, 7-27=70, 27-28=47, 9-28=59, 9-10=105, 2-17=-10, 16-17=10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-113, 2-19=67, 19-20=-56, 4-20=-78, 7-27=78, 27-28=56, 9-28=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1:1umber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=-41, 4-7=41, 7-9=-41, 9-10=3, 2-17=20, 16-17=-20, 13-16=10(F=30), 12-13=20, 9-12=20 Horz: 1-2=17, 2-4=27, 7-9=27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-4=13, 4-23=45, 23-26=26, 7-26=16, 7-9=31, 9-10=21, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=50, 2-4=-22, 7-9=39, 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-21=16, 21-24=26, 7-24=45, 7-9=13, 9-10=42, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5, 9-10=15, 2-17=-20, 16-17=20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=26, 2-17=-20, 16-17=20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=29, 2-4=-19, 7-9=-22, 9-10=-12 10) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 2-17=10, 16-17=-10, 13-16=20(F=30), 12-13=10, 9-12=-10 Horz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10=45, 2-17=10, 16-17=-10, 13-16=20(F=30), 12-13=10, 9-12=-10 Horz: 1-2=53, 24=-25, 7-9=25, 9-10=53 12) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=16, 7-9=-16, 9-10=5, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-9, 2-4=2, 7-9=2, 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=16, 7-9=-16, 9-10=5, 2-17=-20, 16-17=-20, 13-16=1 O(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=9, 2-4=2, 7-9=2, 9-10=9 15) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-4=30, 4-7=-45, 7-9=-61, 9-10=-53, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=-22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=45, 4-7=-45, 7-9=-45, 9-10=-37, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=7, 2-4=1, 7-9=1, 9-10=7 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=45, 4-7=45, 7-9=-45, 9-10=-37, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=7, 2-4=1, 7-9=1, 9-10=7 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119QO20 BEFORE USE. Design valid for use any 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 ANSYTP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InPormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss russ Type Qty Ply LOT 11615 WATERSTONE ]SPECIAL T23721794 2743194 A06 1 1 Job Reference (optional) "" "'� �•���.A ��• Y. 1, ... a.�ry, �� - �auv, , o.vou s Apr zu zuzl MI I eK Industries, Inc. Mon Apr zb 1 b:22:41 2U21 Pagel 3-9-8 3-9-8 ' 2-7-14 ' 3-9-8 6-4-11 Scale = 1:73.6 5x6 = 3x8 = 3x4 = 2x4 II 5x6 = 6.00 12 5x12 = 5x6 — 3 18 19 4 2021 22 5 23 246 25 7 26 827 28 29 9 2 vm'I 1 Sx8 — 30 31 16 32 33 34 15 14 35 36 [� N 10 37 13 38 39 40 12 11 = = 6x8 3x6 6x8 = 5xl2 = IdI^ 6 ST1.5x8 STP = 3x6 ::� 3x8 = ST1.5x8 STP = 3.00 F12 5x6 zz 7-1-8 12-3-1 12 -0 19-10-0 26-2-0 26 5 32-6' 39-8-0 7-1-8 5-1-9 0- -15 7-4-0 6-4-0 0- -5 6-3-3 7-1-8 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [3:0.3.0,0-2-0], [4:0-3-8,0-1-81, 17:03-0.0-3-0], [8:0-3-8,0-2-8], [9:0-4-0,0-2-8], [10:0-4-7,Edge], [12:0-8-0,0-13-8], [13:0-3-8,0-3-01, [16:0-3-8 0-3-01 [17:0-5-8 0-0-81 LOADING (psf) SPACING- 2-0-0 CS1. OEFL. in (]cc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.86 Vert(LL) 0.24 14-16 >709 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.27 14-16 >635 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.07 10 rile n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 179 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 `Except' TOP CHORD 'Structural wood sheathing directly applied or 3-2-6 cc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-7 cc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Raw at midpt 8-12 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-362(LC 8), 10=-445(LC 8), 16=-1709(LC 8), 13=-1849(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 10=700(LC 1), 16=2275(LC 1), 13=2378(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/341, 3-4=-933/356, 4-5=-632/1043, 5-6=-775/1231, 6-7=775/1231 7-8=-706/1076, 8-9=-1294/649, 9-10=-1549/671 BOTCHORD 2-17=205/984, 16-17=-1043/843, 14-16=-548/221, 13-14=-465/179, 12-13=1077/936, 10-12=-455/1346 WEBS 7-14=761/737, 7-13=-1412947658-63 14311453259-12=646/367, ,%IN �� =. Ife �%,,`0It V - 417— 02542111, 8-12=1408/2480NS46� NOTES- NO g8182 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. = II; Exp C; Encl., GCpj=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific + , t11►• . `STOF to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. i . � �i�Tnn' ��� 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 ` (j '': [� 0.•�`� '� '�� �Aj s • �',"' \ ��` . /-,f, will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquln, elez PE Nd.08182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 2, 445 lb uplift at MITek USA' Inc..FL Wert 6634 joint 10, 1709 lb uplift at joint 16 and 1849 lb uplift at joint 13. ,69641'afke East Blvd. Tampa FL 33610 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they Datti: are correct for the intended use of this truss. Anri 127.9n9 1 :_ontinued on oaoe 2 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters. shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 116/5 STONE T23721794 2743194 A08 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:41 2021 Page 2 ID:193QGWBBpX3j RI87zeOm7kz5?ad-If46tcpEFBP GgywUeeOWMSdKfCM9?hMgVCZ2gvzMo7S NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up at 20-7-4, 111 lb down and 197 lb up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 lb up at 26-7-4, 111 lb down and 197 lb up at 28-74, and 111 lb down and 197 lb up at 30-7-4, and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down and 128 lb up at 7-1-12, 92 lb dawn at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-6-4 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: 1-3=-54, 3-9=-54, 9-11=-54, 2-17=-20, 12-17=-20, 10-12=-20 Concentrated Loads (lb) Vert: 3=-175(B)7=-111(B)9=-175(B) 17=-330(B)15=46(B)12=-330(8)18=-111(B)19=-111(B)20=11l(B)22=-11l(B)23=-111(8)24=-111(B) 25=-111(B) 26=-11l(B) 27=-111(B) 28=-111(B) 29=-111(B) 30=-46(B) 31=-46(B) 32=-46(B) 33=46(B) 34=-46(B) 35=46(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-21=45, 21-28=26, 9-28=16, 9-10=31, 10-11=21, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Drag: 3-4=-0,8-28=0, 9-28=0 Concentrated Loads (lb) Vert: 3=130(B)7=156(B)9=257(B)17=108(8)15=-23(B)12=108(B)18=136(B)19=136(B)20=136(B)22=156(B)23=156(B)24=156(B)25=156(B)26=156(B) 27=156(B) 28=156(B) 29=165(B) 30=-23(B) 31=-23(B) 32=23(B) 33=23(B) 34=-23(B) 35=-23(B) 36=-23(B) 37=-23(B) 38=23(B) 39=-23(B) 40=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-19=16, 8-19=26, 8-9=45, 9-10=13, 10-11=42, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Drag: 3-19=-0, 4-19=0, 8-9=0 Concentrated Loads (lb) Vert: 3=159(B)7=156(B)9=246(B)17=108(B)15=-23(B)12=108(B)18=165(B)19=156(B)20=156(B)22=156(B)23=156(B)24=156(B)25=156(B)26=156(B) 27=136(B) 28=136(B) 29=136(B) 30=-23(B) 31=-23(B) 32=23(B) 33=23(B) 34=-23(B) 35=-23(B) 36=-23(B) 37=-23(B) 38=23(B) 39=-23(B) 40=-23(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16. 9-10=5, 10-1,1=15, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=315(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=13(B) 33=13(151) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(B) 39=-13(B) 40=-13(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-1 1=-26, 2-17=-20, 16-17=-20,13-16=39(F=59), 12-13=-20,10-12=-20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=356(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=13(B) 33=13(B)34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(B) 39=-13(B) 40=-13(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 2-17=10, 16-17=-10, 13-16=49(F=59), 12-13=-l0, 10-12=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Drag: 3-4=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=130(8) 7=136(B) 9=214(B) 17=108(B) 15=-23(B) 12=108(B) 18=136(B) 19=136(B) 20=136(B) 22=136(B) 23=136(B) 24=136(B) 25=136(B) 26=136(B) 27=136(B) 28=136(B) 29=136(B) 30=-23(B) 31=-23(B) 32=-23(B) 33=23(B) 34=-23(B) 35=-23(B) 36=-23(B) 37=23(B) 38=-23(B) 39=-23(B) 40=-23(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 2-17=10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Drag: 3-4=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=116(B) 7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 18=165(B) 19=165(B) 20=165(B) 22=165(B) 23=165(B) 24=165(B) 25=165(B) 26=165(B) 27=165(B) 28=165(B) 29=165(B) 30=-23(B) 31=-23(B) 32=-23(B) 33=23(B) 34=-23(B) 35=-23(B) 36=23(B) 37=23(B) 38=-23(B) 39=-23(B) 40=-23(B) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=16, 9-10=-16, 10-11=-5, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B)7=197(8)9=335(B) 17=128(B) 15=-13(B) 12=1 28(B) 1 8=1 97(B) 19=1 97(B) 20=1 97(B) 22=1 97(B) 23=1 97(B) 24=197(B)25=197(B)26=197(B)27=197(B)28=197(B)29=197(B)30=-13(B)31=-13(8)32=-13(B)33=13(B)34=-13(B) 35=-13(B) 36=-13(B) 37=13(B) 38=-13(B) 39=-13(B) 40=-13(6) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Continued on oaae 3 ® 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 ANSI/TFII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available tram Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply LOT 116/5 WATERSTONE rAOus T23721794 2743194 SPECIAL 1 1 Job Reference (optional) ounoers Firstaource (Plant City, rt_), Piant city, PL - s:wti/, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:41 2021 Page 3 ID:193QG WB BpX3jR187zeOm7kz5?ad-If46tcpEFBP GgywUeeOWMSdKfCM9?hMgVCZ2gvzMo7S LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=16, 9-10=-16, 10-11=-5, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B)31=-13(B) 32=13(B) 33=13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(13) 39=-13(B) 40=-13(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11=-22, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=232(B)17=76(B)15=-13(B)12=76(B)18=145(B)19=145(B)20=145(B)22=145(B)23=145(B)24=145(B)25=145(B)26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=13(B) 33=13(B) 34=-13(B) 35=-13(B) 36=-13(B)37=-13(B) 38=13(B) 39=-13(B) 40=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=-22, 2-3=-14. 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(6) 29=145(B) 30=-13(6) 31=-13(B) 32=13(B) 33=13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(1]1) 39=-13(B) 40=-13(B) 15) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=45, 10-11=-37, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Harz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)18=145(B)19=145(B)20=145(B)22=145(B)23=145(B)'24=145(B)25=145(B)26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=13(B) 33=13(13) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(B) 39=-13(B) 40=-13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=45, 10-11=-37, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert:3=-5(B) 7=145(B)9=247(B) 17=76(B)15=-13(B)12=76(8)18=145(B)19=145(B)20=145(B)22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=13(13) 33=13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(B) 39=-13(B) 40=-13(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 04473 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 p /� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 . ANS//TPI1 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 LOT 116/5 WATERSTONE T23721795 2743194 A09 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33557, 6.43U S Apr Zu ZUZ1 MI IeK Industries, Inc. Mon Apr Zb Ib:zz:4S zuzl Page l ID:193QG WB BpX3jR187zeOm7kz5?ad-h2CsilrUmlfz4G4sl32_RtigZ00hTdg7yW29kozMo7Q r1-4-Q 6-8-0 13-0 0 19-10-0 21-0-Q 23-10-0 26-8-0 31-0-0 , 33-0-0 i 39-B-O 111-0-0 1-4-0 6-8-0 6-4-0 6-10-0 2 2-10-0 2-10-0 4-4-0 2-0-0 6-8-0 m RTe_ 5x6 = 3x6 = 5x6 i 7 7x8 ST1.5xB STP = ST1.5x8 STP = 6xB 3.00 F12 6x8 Scale = 1:76.6 8-8-0 15-7-5 24-0-11 26-8-0 31-0-0 , 39-8-0 , 8-8-0 6-11-5 8-5-6 2-7-5 4-4-0 8-8-0 Plate Offsets (X,Y)-- [2:0-5-9,Edge), [3:0-3-0,0-3-Oj, [4:0-3-8,0-2-0), [7:0-3-0,Edge), [8:0-3-8,0-0-0), [10:0-3-0,0-3-0), [11:0-5-9,Edgel LOADING (psil) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.55 15-17 >848 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.90 15-17 >521 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.57 11 n/a file BCDL 10.0 Code,FBC2020ITP12014 Matrix-SH Weight: 207lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-10: 2x4 SP M 31, 1-3,10-12: 2x4 SP No.1 1 Row at micipt 6-8 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-18,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Harz 2=351(LC 9) Max Uplift 2=-810(LC 10), 11=810(1_C 10) Max Grav 2=1533(LC 1), 11=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4720/2891, 3-4=-4465/2748, 4-5=-2921/1929, 5-6=-2908/1848, 6-8=-2747/1725, 8-9=-309211920, 9-10=-4489/2594, 10-11=-4691/2667 BOT CHORD 2-18=2503/4403, 17-18=-1451/2727, 15-17=-1651/3095, 14-15=-1331/2738, 13-14=-1975/3908, 11-13=-2229/4190 WEBS 3-18=279/338, 4-18=-989/1877, 4-17=-98/473, 5-17=332/223, 5-15=-422/342, (1111I1/>11 8-15=195l501, 8-14=-352/676, 9-14=-1317/724, 9-13=-564/1195 V NOTES- ♦♦,�OPQUIN• F ••� 1 ) Unbalanced roof live loads have been considered for this design. V i 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. N o_. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) ,6,8182 •,:* 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Exterior(2R) 21-0-7 to 23-10-0, Exterior(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 to *„ �_ 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60'D 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific 9' •c S F (j7 to the use of this truss component. Provide adequate drainage to water j. T(•� �� Q Al prevent ponding. �..' ����` �i O 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S /�/, O will fit between the bottom chord and any other members. N A� , ♦�� 'fill 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify I capacity of bearing surface. .Joaquin Velez PE No.68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at MiTek USA,.Inc.. FL Cert 6N34 joint 11. .6904 Parke East Blvd. Tampa FL 33610, 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date: April 27,2021 ®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 KWIC 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 Qty Ply LOT 116/5 WATERSTONE T23721796 2743194 A10 SPECIAL 1 1 Jab Reference (optional) Li. narn ny, rLl, Fiani Chy, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:44 2021 Page 1 ID: 193QG WBBpX3jRl87zeOm7kz5?ad-9EmFVer6X3nghQf3JmZD_4FrOPN_C7YGBAnjH EzMo7P r1-4-q 5-11-1 11-0-0 16-10-1 19-0-0 22-9-15 23-10 0 28-8-0 31-0-0 33-8-15 39-8-0 Al-0-0 1' 4-0 5-11-1 5-0-15 ' S-10-1 2-1-15 3-9-15 -0- 4-10-0 2-4-0 2-8-15 5-11-1 1-4-0 5x6 = 10x12 ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 F12 8-8-0 22-9-5 39-8-0 6x8 ZZ Scale = 1:76.6 19 9 � N iy 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.89 Vert(LL) 0.59 17-19 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.86 17-19 >545 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.54 13 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 248 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 4-7,7-10: 2x6 SP No.2 1 Row at midpt 7-10 BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-10-1 oc bracing. 2-20,13-15: 2x4 SP No.1 JOINTS 1 Brace at Jt(s): 7 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=0-8-0 Max Horz 2=-352(LC 8) Max Uplift 2=-81 O(LC 10), 13=81 O(LC 10) Max Grav 2=1533(LC 1), 13=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/3031, 3-4=-4481/2851, 4-5=-4120/2767, 5-6=-4119/2766, 6-7=-3604/2457, 7-9=-3232/2194, 9-10=-3236/2197, 10-11=-3578/2300, 11-12=4480/2710, 12-13=-4650/2812, 6-8=-621/451, 8-10=-629/457 BOT CHORD 2-20=2613/4354, 19-20=-1856/3221, 17-19=-2133/3758, 16-17=-1683/3159, 15-16=-2105/3917, 13-15=-2362/4148 WEBS 3-20=173/277, 4-20=-733/1482, 4-19=-609/1078, 5-19=-577/514, 7-19=-287/570, 7-17=334/335, 10-17=-517/825, 8-9=-62/281, 10-16=-457/937, 11-16=-1042/581, 11-15=-484/1009 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterjor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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) Bearing atjoint(s) 2, 13 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 13. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r,�1111ilIfIl 'O.0 I N VFW No .60182 ' 4U io i��%N f0N ILI I I,IS Joaquln Velez PE Nd.'68182 MITek USA; Inc.. K Qert6634. 6904,Pa*,East Blvd. Tampa _FL 33610 Date: April 27,2021 ® WARNING - Verifydesign 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 MOWis. always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 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 LOT 116/5 WATERSTONE T23721797 2743194 A11 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 2U 2021 MI I eK Industries, Inc. Mon Apr xb ib:2z:4o zuzl rage 1 --0 I D:3xt?Yd6RbYnXO16Sf6g8h--0jz4cnz-dQKdjzsl INvhJZEFtU4S Wlo_zpiDxWWQAPlg-OX-QGpgzMo70 17-0-0 23-10-0 1--60 39-8-0 3-8-80 9 8-0-0 37 8-2-0r11-44-0q 66--0 2-0 ST1.5x8 STP = 5x6 3.00 Fl2 6xB = 5x6 = 4x6 = 3x6 = 8-8-0 13-51 20-1-8 20J-0 29-64 39-8-0 8-8-0 4-9�' 6-8-4 0- -8 9-4-4. 10-1-12 3x6 = Scale = 1:74.6 LOADING (psD SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.26 11-13 >864 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.42 2-17 >575 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) -0.03 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 198 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No:2 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-13: 2x4 SP NoA 9-12: 2x4 SP No.1 3-3-0 oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Horz 2=-352(LC 8) Max Uplift 2=-518(LC 10), 13=594(LC 10), 9=-505(LC 10) Max Grav 2=912(LC 15), 13=1780(LC 15), 9=1005(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2271/1439, 3-4=-1988/1272, 4-5=-1278/911, 5-6=-246/308, 6-7=204/422, 7-8=-1201/759,8-9=-1344/714 BOT CHORD 2-17=1166/2294, 16-17=-818/1825, 15-16=-479/751, 13-15=1002/710, 9-11=-429/1098 WEBS 3-17=273/280, 4-17=-334/883, 4-16=-504/282, 5-16=116/784, 5-15=-1035/814, 7-13=668/217. 7-11 =-432/1097. 8-11 =-501/484 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zohe;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 518 lb uplift at joint 2, 594 lb uplift at joint 13 and 505 lb uplift at joint 9. �%���,4U IN ' VF���ii Nq..681'•82 .S OF JoagWfi Velez PE Nd.68182 MITek USA, Inc. FL'Cert 6634 6904:Parke East.Blvd. Thri 33610 Dater April 27,2021 ®WARNING - Verify 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�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 ANSI/TPIf 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 LOT 11615 WATERSTONE 2743194 Al2 SPECIAL 1 1 T23721798 Job Reference (optional) -- -- - - -- - - • -••, • - ----• , o.wu a nPr cu cUc i wn i eK tnaustries, inc. noon Apr zb I b:22:4( ZU21 Pagel I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-apRN 7fu?q_APYIOe_v7wcjtM Vd P D P RdjtBO NtZzM o7M 1-4-0 7-0-0 9.222 1%8-0 15-0-0 17-1-13 20-1-8 22-4.0 25-4-0 31-0-2 35-42 39-8.0 1-0- 1-4-0 7-0-0 2-2.2 3-5-14 2.4-0 2-1.13 2-11.11 2-2-8 3-0-0 5.8-2 4.3-15 4-3-14 3x8 t1 4x6 :�- 3.00 Fl2 8x12 = 4x4 11 5x8 = 5x6 9 10 20 19 18 7x10 = 2x4 11 22-4-0 17 4x8 = Scale = 1:75.1 5x6 11 2x4 m 12 ST1.5x8 STP = 0 0 13 lv N 16 15 14 d 3x6 = 3x6 = 3x6 = Plate Offsets (X Y)-- [2:0-1-15 1-2-13] [2:0-2-14 Edge] [3:0-6-0 0-2-8] [9:0-6-0 0-2-8] [10:0-3-0 0-2-0] [11:0-3-0 0-3-0] [23:0-3-0 0 4-0] [26.0 4-0 0 1 12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.22 25 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Verl(CT) -0.30 25 >826 180 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) -0.03 19 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing: Except: 5-24: 2x8 SP 240OF 2.OE, 21-23,8-19: 2x6 SP M 26 6-0-0 oc bracing: 19-21 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-19 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 19=0-4-0, 13=0-8-0 Max Horz 2=321(LC 7) Max Uplift 2=649(LC 8). 19=-1010(LC 8), 13=-370(LC 8) Max Grav 2=1116(LC 1), 19=2287(LC 1), 13=775(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3178/1587, 3-4=-2747/1498, 4-5=-2531/1455, 5-6=-2830/1604, 6-7=-471/488, 7-8=-314/1147, 8-9=-198/802, 9-10=-379/218, 10-11=-410/178, 11-12=-10501389, 12-13=-1196/439 BOT CHORD 2-26=128012869, 25-26=-1258/2846, 24-25=-712/1441, 5-23=-253/251, 22-23=-520/964, 19-21=-1133/703, 8-21=-385/297, 18-19=-397/334, 17-18=-393/332, 15-17=93/690, 13-15=-268/1024 1�f I1l l►I fI� WEBS 326=393/1108, 3-25=-308/49, 23-25=-563/1337, 4-23=-265/140, 6-23=-908/2014, I1� 6-225 1250/764, -22=-67979297, -21=-17/4474, 10-17=-299/135, 11-17=-619/388, ,,��IOPOu�N V�� Iy,, NOTES- 1) Unbalanced roof live loads have been considered for this design. NO 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 - 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific =p to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. O S OF '�� 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 �� '; O R' Q \ will fit between the bottom chord and any other members. ��I sts ` %% 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ��I /6N QV- S ��� capacity of bearing surface. .111/11.1ill 1,0%04 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 2, 1010 lb uplift at 40aqu1n.V8[ez PE Nd.66182 joint 19 and 370 lb uplift at joint 13. MITek USR; Inc:, FL 1 iE6634. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down and 164 lb up at 6904:ftirke East elyd; Tampa FL 33610 7-0-0, and 115 lb down and 182 lb up at 9-0-12, and 115 lb down and 182 lb up at 11-0-12 on top chord, and 343 lb down and 129 Date: lb up at 7-1-8, and 81 lb down at 9-0-12, and 81 lb down at 11-0-12 on bottom chord. The design/selection of such connection Onril 77 )f171 'ordWea(igtfinm responsibilitv of others. - ..r... �. ,.....� , A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1M020 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 LOT 116/5 WATERSTONE T23721798 2743194 Al2 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:47 2021 Page 2 I D:3xt?Yd6RbYnX016Sf6ghjjz4cnz-apRN 7fu?q_APYtO e_v7wcjtM V dP D P Rdjt80 NtZZM o7M 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, 3-6=-54, 6-9=-54, 9-10=-54, 10-14=-54, 26-27=-20, 24-26=20, 21-23=20, 19-20=-20, 19-30=-20 Concentrated Loads (lb) Vert: 3=-179(F) 26=-343(F) 25=-59(F) 4=115(F) 33=-115(F) 35=-59(F) A WARNING -Verify 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 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 chard 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/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type Qty��71 LOT 116/5 WATERSTONE 2743194 FOu2 SPECIAL 1 T23721799 n"RA.— F' tS PI Job Reference optional rs ource ( an Clty, FL), Plant Clty, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:48 2021 Page 1 ID:3xt?Yd6RbYnXOl6Sf6ghjjz4cnz-2??IL?udbl IGA1 zgYce98wQZA1 nL8tns6olwQ?zMo7L 4-10-5 8-1-8 9-0-0 14-8-0 21-1-2 27-8-0 29-0-0 4-10-0 3-3-3 -10 5-8-0 6-5-2 6-6-14 1-4-0 Scale = 1:50.0 3x6 i 3x4 = 3 4 17 48 = Iv -o I 0 N "6x8 = 3x4 = ST1.5x8 STP = 3x4 = 2x4 II 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.06 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.12 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.77 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 146lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc purlins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-12: 2x6 SP No.2 6-0-0 oc bracing: 1-14. WEBS 2x4 SP No.3 5-5-0 oc bracing: 12-14 WEBS 1 Row at midpt 5-12 REACTIONS. (size) 12=0-40, 7=0-8-0 Max Horz 12=-242(LC 8) Max Uplift 12=-689(LC 10), 7=393(1_13 10) Max Grav 12=1687(LC 15),7=841(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-178/560, 2-3=337/817, 3-4=0/329, 4-5=-31/442, 5-6=-473/311, 6-7=1125/509 BOT CHORD 1-14=455/230, 12-14=-969/669, 3-14=-603/499, 10-12=0/361, 9-10=-268/915, 7-9=-268/915 WEBS 2-14=374/354, 5-1 0=-1 59/618, 5-12=-1056/597, 6-9=0/270, 6-10=-756/437 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2E) 0-0-0 to 3-11-10, Interior(1) 3-11-10 to 5-0-6, Exterior(2R) 5-0-6 to 18-7-10, Interior(1) 18-7-10 to 25-0-6, Exterior(2E) 25-0-6 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 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 = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 689 lb uplift at joint 12 and 393 lb uplift at joint 7. o%UI.N V�11<i :. •..v�:G E N g. i No 68182 .o oo Tr OF 4 14J ���iS•• O R I P C? Joaqulo,Velez PE N6.68182 MITek USA, Inc: FL Carl6634 6904Parke East Blvd. Tampa FL 33610 Date: April 27,2021 A WARNING - Verify design parameters, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 6/192020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 quality Criteria, DSB-99 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 LOT 116/5 WATERSTONE T23721800 2743194 603 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:49 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-WBZBYLvFMbQ7oBX06K9Oh8ynP Q4HtMm?KSVTyRzMo7K -10, 12-3-0 16-8.0 21-3-6 27-8-0 29-0-0 4.5-0 4-5-0 4-7-6 6-4-10 1.4-0 Scale = 1:49.0 6.00 F12 5x6 = 2x4 II 4x4 = 3x4 = 3 4 18 5 19 20 21 6 14 4x6 = JI-I.�%BJIr ST1.5x8 STP = 3x8 = 2x4 I I 3x4 1 6x8 = 1-1-2 1-0-0 4-0' 7-8-0 7- -0 16-8-0 21 As 27-M 1-0-0 2-10-14 3-8-0 0- -0 8-10-0 4-7-6 6-4-10 Plate Offsets (X,Y)-- [1:0-3-4 0-1-2] [3:0-3-0,0-2-01,[8:0-2-10 0-1-81[13:0-3-8 0-3-0] [16:0-5-10,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.19 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:86 Vert(CT) -0.32 11-13 >726 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) -0.03 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 158 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 7-9-13 oc bracing. Except: 1-15: 2x6 SP M 26, 4-13: 2x4 SP No.3 6-0-0 oc bracing: 13-15 WEBS 2x4 SP No.3 REACTIONS. (size) 13=0-8-0, 8=0-8-0, 16=0-4-0 Max Horz 16=-199(LC 8) Max Uplift 13=-457(LC 10), 8=509(LC 10), 16=-424(LC 10) Max Grav 13=1028(LC 2), 8=1020(LC 16), 16=399(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-204/472, 2-3=316/723, 3-4=-171/356, 4-5=-177/339, 5-6=-882/713, 6-7=-1020/716,7-8=-1486/848 BOT CHORD 1-16=493/227, 13-15=-359/661, 11-13=194/509, 10-11=-562/1230, 8-10=562/1230 WEBS 5-11=121/451, 5-13=-707/493, 7-11=547/357, 3-16=397/158, 2-16=-469/528 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-11-10, Exterior(2R) 3-11-10 to 10-11-10, Interior(1) 10-11-10 to 12-8-6, Exterior(2R) 12-8-6 to 20-7-10, Interior(1) 20-7-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0psf bottom chord live load nonconcurrent with any other live loads. 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 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 457 lb uplift at joint 13, 509 lb uplift at joint 8 and 424 lb uplift at joint 16. 01,11111111,- "U'l N.' V No. 681:82 !. Joaquin Velez PE No.68182 MiTek USA, [hc: FL Celt 6634 6964:Parke East•Bivd. Tampa FL 33610 Dafe: April 27,2021 ® 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 ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job I Truss Truss Type Oty Ply LOT 116/5 WATERSTONE 2743194 B04 SPECIAL 1 1 Job Reference (optional) T23721801 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:50 2021 Page 1 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-_07 Wmhwt7VY_PL6Dfl gdDLVxygSmcoJ9Z6E1 UuzMo7J •1-0-0 5.0-0 7-10-0 13-3.0 18.8-0 21-4-10 27-&0 29-0-0 1-40 5.0-0 2-10-0 5-5.0 5.5-0 2-1 1116-3-6 1-4-0 Scale = 1:51.2 4x6 = 2x4 11 3x4 = 4x4 = 6.00 12 4 5 15 6 16 17 18 7 ' ' I — 'c ST1.5x8 STP = 13 4x6 = 3x8 = \ 3x4 6x8 = 1-0-0 p-10�1, 5-0-0 7-8-0 7-10-0 18-B-0 27 8-0 0 101I 4-13-13 2-8-0 0- -0 10-10-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.27 2-14 >345 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.52 11-13 >444 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) -0.02 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 140lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-5-13 oc purlins. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 8-4-14 oc bracing. Except: 2-14: 2x4 SP M 31, 5-13: 2x4 SP No.2 6-0-0 oc bracing: 13-14 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 -t 2-5-15 REACTIONS. (size) 2=0-4-0, 13=0-8-0, 9=0-8-0 Max Horz 2=174(LC 9) Max Uplift 2=445(LC 10), 13=553(LC 10), 9=-494(LC 10) Max Grav 2=367(LC 19), 13=1013(LC 1), 9=836(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-233/427, 4-5=141/300, 5-6=-157/262, 6-7=-K3/717, 7-8=-958/755, 8-9=-1159/832 BOT CHORD 13-14=-428/806, 11-13=-295/585, 9-11=545/943 WEBS 6-11=46/325, 7-11=-95/288, 8-11=-291/317, 6-13=-752/557, 4-14=-209/274 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Exterior(2R) 2-7-10 to 8-11-10, Interior(1) 8-11-10 to 14-8-6, Exterior(2R) 14-8-6 to 22-7-10, Interior(1) 22-7-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific 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 445 lb uplift at joint 2, 553 lb uplift at joint 13 and 494 lb uplift at joint 9. %%o7. PpUIN VF<<c,�� lb EIV No. .0482 ' :�•� -S OF OR, 1 O P.. \_,�, t�*ASS,, N A` ��C? Vie. 411 ;u0 Joaquin Velez PE No.68182 MITek USA; Inc..FL Cert 66A 6904:t arks. East -Blvd. Tampa FL 33610 bate:. April 27,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE. USE. ��• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and 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 LOT 116/5 WATERSTONE T23721802 2743194 605 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:512021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-SahuzlxVuDgr1 UhPDIBsmZ26VEp9LLnlom_al KzMc71 -1-4-0 3-0-0 7-10-0 14-3-0 20-8-0 _ _ 27-8-0 29-0-0 1-4-0 3-0-0 4-10-0 6-5-0 6-5-0 7-0-0 ' 1-4-0 4x4 = 6.00 12 5x6 = 2x4 II 3 15 16 4 17 5 6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 ST1.5x8 STP = 12 3xs II SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 11 ,� 3x4 = 3x8 = 4x8 = 2x4 II ST1.5x8 STP = 3x4 = Scale = 1:51.2 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TC 0.58 Vert(LL) 0.1713-14 >547 240 MT20 244/190 BC 0.64 Vert(CT) 0.14 13-14 >676 180 WB 0.37 Horz(CT) -0.07 7 n/a. n/a Matrix-SH Weight: 126 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-11-5 oc bracing. Except: 5-9-0 oc bracing: 12-13 REACTIONS. (size) 2=0-4-0, 12=0-8-0, 7=0-8-0 Max Horz 2=133(LC 7) Max Uplift 2=-570(LC 8), 12=-641(LC 8), 7=-504(LC 8) Max Grav 2=407(LC 1), 12=984(LC 1), 7=816(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-395/625, 3-4=327/590, 4-5=-9381647, 5-6=-938/647, 6-7=-1147/575 BOT CHORD 2-14=464/311, 13-14=-482/327, 12-13=920/660, 4-13=-833/493, 9-10=-340/944, 7-9=-342/937 WEBS 6-9=0/284, 5-10=-372/303, 4-10=376/977 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left 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 570 Ib uplift at joint 2, 641 lb uplift at joint 12 and 504 lb uplift at joint 7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 lb down and 60 lb up at 3-0-0, and 62 Ito up at 5-0-12, and 62 lb up at 7-0-12 on top chord, and 40 lb down and 139 lb up at 3-0-0, and 15 lb down and 60 lb up at 5-0-12, and 15 lb down and 60 lb up at 7-0-12 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, 3-6=-54, 6-8=-54, 2-13=-20, 7-12=-20 Concentrated Loads (lb) Vert: 3=2(F) 14=-20(F) 15=4(F) 16=4(F) 18=8(F) 19=8(F) ��Iillll/j// avl►� VF�.���. ��' • "�,G E Al S -• s� No. ,68182' -S OF • v .4OR��• N�� Joaquin Velez PE N6.68182 MiTek USA; )nQ-,FL 6ert6634 6964:1parke EastBlvd. Tampa FL 33610 April 27,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional, temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Qualify 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 LOT 11615 WATERSTONE T23721803 2743194 C1 JACK 4 1 Job Reference (optional) n swuw ca tnarn i Ry, rLl, riant uny, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:52 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-wmFGBNy8f WoifeGbnSi5JmaMPeJH4trSOQj8ZmzMo7H 1-4-0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 ST1.5x8 STP = 0-11� Plate Offsets (X,Y)-- [2:0-1-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 2 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=78(LC 10) Max Uplift 3=-38(LC 1), 2=-213(LC 10) Max Grav 3=75(LC 10), 2=169(LC 1), 4=17(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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `,;r 1 I FIf l., 5) Referto girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding 38 lb uplift 3 213 lb �� I� i N , plate at joint and uplift at 2. ,`%�, OP.Qv joint i �V No ,6;81.82 ": ' ST . 'OF •� 4j, Z' 41. N A' `��,. .Joaquili ,Velez PE No.68182. MiTek USA; Inc.;. FL Geri 66A .6964 Parke East Blvd; Tampa FL W10 date: April 27,2021 -- ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M117473 rev..5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individualbuilding 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 building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i1Aii'ek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/f quality Criteria; DSB=89 and BCS/ Building Component 6904 Parke East Blvd. Safety /ntormadon available from Truss Plate Institute, 2670 Crain. Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 11615 WATERSTONE T23721804 2743194 C1P Jack -Open 2 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2616:22:53 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-OzpeOjymQgwZGornL9DKr 7XL2fJpK5bF4Th5DzMo7G -1-4-0 0-11-4 ' 1-4-0 0-11-4 Scale = 1:7.6 0-1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3.8, 4=Mechanical Max Horz 2=78(LC 10) Max Uplift 3=-32(LC 1), 2=-220(LC 10), 4=-13(LC 6) Max Grav 3=67(LC 10), 2=163(LC 1), 4=18(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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch 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 capable of withstanding 32 Ib uplift at joint 3, 220 lb uplift at joint �� t} I N P.4 VF� plate 2 and 13 lb uplift at joint 4. �% ON ��, e No 68.1 ST OF '4U t` %�' . O N A4 Joaquin,Velez PE No.68182 MiTek USA; Inc: FL'6rt 6634 ,690 41Parke Ea$t Blvd, TampaFL 33610 Uattb April 27,2021 ® WARNING— Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK-REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE'USE. �'' Design valid for use only with 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. Bracingindicated 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/TP11 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 s Truss Type City Ply LOT 116/5 WATERSTONE Tclul T23721805 2743194 SPECIAL 6 1 Job Reference o lional DLi—E s mi swuu— man[ Chy, FL), Piani city, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2616:22:53 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-OzpeOjymQgwZGornL9DKr 7XR2fWpK5bF4Th5DzMo7G -1-4-0 0-11-4 1-4-0 0-114 Scale = 1:7.6 t n co Io ao LOADING (psf) SPACING- 2-0-0 CSI., DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.23 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=74(LC 10) Max Uplift 3=38(LC 1), 2=-200(LC 10) Max Grav 3=63(LC 10), 2=169(LC 1), 4=17(LC 3) FORCES. (lb) -Max. Camp./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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live toad 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) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 200 lb uplift at joint 2. ,,`�I1I11111F/��,', ��. IN No .66182 R ST OF ' 41J ''S�ON 'HLI 1I1.1I� JBaquln Velez PI. Nd.68182 MiTek USA; InC: FL Cart 6634 6904 Parke East•Blvd. Tampa FL 33610 Date: April 27,2021 ® 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 properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 116/5 WATERSTONE T23721806 2743194 C3 JACK 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:54 2021 Page 1 I D:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-t9M 1 c2zOB82QuyQ_utlZOBggWR_IYnKIUkCEdfzMo7F -1-4-0 2-11-4 1-4-0 2-11-4 Scale = 1:12.7 ST1.5x8 STP = 2-11-4 2-11-4 Plate Offsets (X,Y)-- [2:0-1-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 12lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=131(LC 10) Max Uplift 3=42(LC 7), 2=-191(LC 10) Max Grav 3=55(LC 15),2=214(LC 1),4=51(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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 1111Iy ��I,, 5) Refer to girder(s) for truss to truss connections. ,���USN V 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 191 lb uplift at joint 2. E40'i No ,68182 .� S -E OF �� Zr ' .< O ♦ . R.1 • •' C�. 41 Joaquin Velez PE Nd.68182 Mfiek (1SN Inc: FL Cert 6634 6904:Parke East Blvd. Tampa FL 336.10 Date: April 27,2021 ® 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 ANSUTPl1 Quality Cdterla, 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 s Truss Type City Ply LOT 11615 WATERSTONE TC3V T23721807 2743194 SPECIAL 6 1 Job Reference (optional) s Firscauurce (rian[ City, FL), rant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:55 2021 Page 1 ID:193QG WB BpX3jR187zeOm7kz5?ad-LLwPpO_OyRAG W6?ASaGowPCrQrJzH EaujOyoA5zMo7E -14-0 2-114 1-4-0 2-114 ST1.5x8 STP = Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Cade FBC2020/TPI2014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0.8-0, 4=Mechanical Max Harz 2=128(LC 10) Max Uplift 3=45(LC 7). 2=-1S7(LC 10) Max Grav 3=56(LC 15), 2=214(LC 1), 4=51(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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 3 and 187 lb uplift at joint 2. 4U:1N i No _8182 9 'S OF t �U 0. O R.1 ONALE�� Joaquin Velez PE'Nd.68182 MiTek USA, Inc: FL'6rt 6634 .6904 Parke East Blvd. Tampa FL 33610 Date: April 27,2021 ® 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, note 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 Welk' 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/TPI7 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 LOT 11615 WATERSTONE T23721808 2743194 C5 JACK 4 1 Job Reference o tional Builders FirstScurce (Plant City, FL), Plant City, FL - 33567, 1-4-0 ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=184(LC 10) Max Uplift 3=-113(LC 10), 2=-192(LC 10) Max Grav 3=132(LC 15), 2=277(LC 15). 4=91(LC 3) 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2616:22:55 2021 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-L LwP p0_Oy RAG W6?ASaGowP ConrH9H E aujOyoA5zMo7 E Scale = 1:17.6 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.56 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 BC 0.25 Vert(CT) -0.05 2-4 >999 180 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix-P Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4.oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 3 and 192 lb uplift at joint 2. -0% RUIN >IV����,i ���.. .,. E.•N N.o .68182 sit •�iAQEUW ST. OF tom: jO N AI- Joaquin Velez PE N6,68182 MRek USA Inc: FL Cert 6634 6904:Parke East Blvd. Tampa FL 33610 Date: April 27,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. �� Design valid for use only with 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/TP11 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, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 116-15 WATERSTONE T23721809 2743194 C5V SPECIAL 6 1 Job Reference (optional) ounuers nimauuice tnant airy, FL), Plant City, FL - Snob/, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:56 2021 Page 1 ID:193QGWBBpX31R187zeOm7kz5?ad-pYUnOk?ei1177GaM01n 1 TclzFFdMOhgl x2hLiXzMo7D -1-4-0 4-11-4 1-4.0 4-11-4 ST1.5x8 STP = Scale = 1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=182(LC 10) Max Uplift 3=116(LC 10), 2=-189(LC 10) Max Grav 3=133(LC 15),2=276(LC 15),4=91(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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 3 and 189 lb uplift at joint 2. %011/11111111 11 WIN V 1 No 681$2� Z S OF i Joaquln:Velez PE N6.66182 MiTek USA; Inc: FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 27,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for MiTek always required 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/TF11 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 11615 WATERSTONE T23721810 2743194 D02 HIP 1 1 -Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2616:22:57 2021 Page 1 I D:3xt?Yd6 RbYnXO16 Sf6ghjj z4cnz-Hk29E4? GT3 Q_I P9Za? IGOq I3pfgQ 14xBAi RvE_zM o7C 1 4 0 7-0-0 13-0-0 19-11-4 21-34 1-4-0 7-0-0 6-0-0 6-11-4 1 0 4x8 = 4x6 = Scale = 1:36.8 ST1.5x8 STP = 2x4 11 4x4 = 3x4 = ST1.5x8 STP = 4x4 = 4x4 = co 0 M IT 0 7-0-0 13-0-0 19-11-4 7-0-0 6-0-0 6-11 4 Plate Offsets (X,Y)-- (3:0-5-4,0-2-01,[4:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.84 Vert(LL) 0.11 2-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.17 7-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=171(LC 7) Max Uplift 2=796(LC 8), 5=-817(LC 8) Max Grav 2=1416(LC 1), 5=1420(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2432/1201, 3-4=-2091/1173, 4-5=-2428/1238 BOT CHORD 2-9=-909/2075, 7-9=-912/2098, 5-7=-932/2068 WEBS 3-9=-74/683, 3-7=-281/48, 4-7=-59/698 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Ezp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific 11111//�� to the use of this truss component. ,,�� ,��� U N 1/�I1 F �I 4) Provide adequate drainage to prevent water ponding. %% . Q.Q I ,••,...... ♦ • ••.• 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • . ��• , C � �� 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. N q 681182 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 817 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 87 lb up at = 7-0-0, 86 lb down and 162 lb up at 9-0-12, and 86 lb down and 162 lb up at 10-11-4, and 116 lb down and 290 lb up at 13-0-0 on �•.� top chord, and 374 lb down and 163 lb up at 7-0-0, 65 lb down at 9-0-12, and 65 lb down at 10-11-4, and 374 lb down and 163 lb S 'OF (V Z •• up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) loads to the face the truss front back I0 Al, ,�\` section, applied of are noted as (F) or (B). . R�� LOAD CASE(S) Standard '\�ss:.• •••w`�,,l N A;,t�� 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 /� �Q Uniform Loads (plo Vert: 1-3=-54, 3-4=-54, 4-6=-54, 2-5=-20 Joaquin Velez PE Nq.68182 Concentrated Loads (lb) MiTek USA,Jnc: FL Gert 6634 Vert: 3=-116(8) 4=-116(B) 9=-374(B) 7=374(B) 10=-86(B) 11=86(B) 12=40(B) 13=40(B) 6964'Parke East Blvd. Tampa FL 33610 Date: April 27,2021 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANS11TPI1 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 94 IE3 Qty I Ply JACK T23721811 Builders FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:22:58 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-IwcXRQOuEMYrNZkl7jpVY1 qN Q3JJUbKKPMASmQzMo7B -1-4-0 3-0-0 1-4-0 3-0-0 Scale = 1:12.8 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.02 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 12lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=49(LC 10), 2=-226(LC 10), 4=-40(LC 6) Max Grav 3=69(LC 15), 2=205(LC 1), 4=55(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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Enci., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch 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 49 lb uplift at joint 3, 226 lb uplift at joint 2 and 40 lb uplift at joint 4. �%0-- PQu i N 1 VFO <�••.,. No ;6,8182 re O S F /11111,f 1,�. Tampa FL 336101 April 27,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI1TPI1 Quality Criteria, DSB-89and 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 Qty Ply LOT 11615 WATERSTONE T23721812 2743194 E7 JACK 4 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20,2021 MiTek Industries, Inc. Mon Apr 26 16:22:58 2021 Page 1 ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-IwcXRQOuEMYrNZkl7jpVY1 gJd3EvUbKKPMASmQzMo7B -1-4-0 7-0-0 , 1.4-0 7-0-0 Jx4 — ST1.5x8 STP = 7-0-0 7-0-0 Scale = 1:23.5 Plate Offsets (X,Y)-- [2:0-1-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.11 2-4 >695 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.23 2-4 >347 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=240(LC 10) Max Uplift 3=-181(LC 10), 2=-207(LC 10) Max Grav 3=204(LC 15), 2=351(LC 15), 4=132(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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to for truss to truss connections. ��►I I I I pl•�� girder(s) 0% - F�� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 3 and 207 Ito uplift at ,�� OP. .,A, 'S �♦ joint2. ��- •'.L ENS �\ F i `4 No,68182 OF ��• doafjuln Velez PE No.68182 Milk USA, Inc: FL Cert 6634. 6964 Parke East Blvd. Tampa FL M. 10 Date: April 27,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. S/19Q020 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/rP/f quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 116/5 WATERSTONE T23721813 2743194 E7V SPECIAL 10 1 Job Reference (optional) .,�n.,oi ru mwuwv trice n a.uy, r�l, rnanr i ny, rL - 0000r, d.48U S Apr zu 2u21 MI I eK Industries, Inc. Mon Apr 26 16:22:59 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-D7Awfm 1 X?ggi, jlxhQKk5FNUDSa5D2aUeOw?JszMo7A -1-4-0 7-0-0 1-4, 7-0-0 Scale = 1:23.2 ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.12 2-4 >674 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 2-4 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=237(LC 10) Max Uplift 3=-184(LC 10), 2=-204(LC 10) Max Grav 3=205(LC 15), 2=350(LC 15), 4=132(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers.rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 3 and 204 lb uplift at joint 2. ,,%111111111i��,, No 68182 00 .<�: • � S�Q N AL Er` ��; 1iin111. , Joaquln Velez PE No:681,82 MiTek USA, Inc: FL Cert 6634 6904 Parke EastI811vd. Tampa FL 33610 Date: April 27,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with 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 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 LOT 11615 WATERSTONE T23721814 2743194 E7VP SPECIAL 7 1 Job Reference o tional Builders FirstScurce (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Man Apr 26 16:23:00 2021 Page 1 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-hJkl s629m_ozctt8F8rzdSwf8sydyUp dsgfzrJzMo79 -1 4-0 7-0-0 1'7-0-0 2 v 3x4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP No.2 Scale = 1:23.3 O p � r CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.52 Vert(LL) 0.11 2-4 >735 240 MT20 244/190 BC 0.42 Vert(CT) 0.09 2-4 >856 180 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix-P Weight: 31 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=303(LC 10) Max Uplift 3=-181(LC 10), 2=-327(LC 10), 4=102(LC 6) Max Grav 3=204(LC 15), 2=346(LC 1), 4=132(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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch 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) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 3, 327 lb uplift at joint 2 and 102 lb uplift at joint 4. ��(t11111%N( PpiU I N VFW i No 60182 .,jam r S OF �U: O <v Joaquln,Velez PE Nd.68182 MI7ek USA, Inc..FL 6rt 6634 ,69041parke.East Blvd. Tampa FL 33610 Date: April 27,2021 ® 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 p� Tek' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYl l 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/TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast 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 LOT 11615 WATERSTONE T23721815 2743194 H3 JACK 1 1 Job Reference (optional) ,.c t, ,a„y, "). .lai ll tiny, ,, - J ." 1-10-10 UAJU s Apr 2U 2U21 MITek Industries, Inc. Mon Apr 26 16:23:00 2021 Page 1 I D:3xt?Yd6RbYrtXO16 Sf6ghjjz4cnz-hJkls629m_ozctt8F8rzdSwi9sO8yUpdsgfZrJzMo79 Scale=1:12.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-8, 4=Mechanical Max Harz 2=131(LC 8) Max Uplift 3=31(LC 5), 2=-258(LC 8), 4=-60(LC 4) Max Grav 3=62(LC 1), 2=241(LC 1), 4=64(LC 3) FORCES. (lb) -Max. Camp./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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left 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 31 lb uplift at joint 3, 258 lb uplift at joint ��11ll i I II �I1' 2 and 60 lb uplift at joint 4. i 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 Ib down and 62 Ib up at ��� y�P.QU IN V I§ r 1-5-12, and 56 lb down and 62 lb up at 1-5-12 on top chord, and 22 lb up at 1-5-12, and 22 lb up at 1-5-12 on bottom chord. The J •�:G E N s �? .� design/selection of such connection device(s) is the responsibility of others. �. � �; 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i No.'68182 •�_.*.': LOAD CASE(S) Standard * . 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) AP Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) v O :• S OF Vert: 5=46(F=23, B=23) 6=22(F=11, B=11) �0,T••;IC`� . .S�Q N AL S' %��. Joaqulo Velez PE N6.68182 MITek USA; Inc: FL Cert 6634 ,6904•Pafke East.Blvd. Tampa FL 33610 Date: April 27,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 116/5 WATERSTONE T23721816 2743194 H7 MONO TRUSS 2 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:23:01 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-9VHg4S3nXHwQE 1 SKprN CAgSoeGC 1 hsSm5JP6NlzMo78 1-10-10 4-6-7 9-10-1 1-10-10 4-6-7 5-3-10 Scale = 1:23.0 JIIY - ST1.5x8 STP = Plate Offsets (X Y)-- f2:0-2-4,0-0-01 LOADING (psl) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.15 6-7 >778 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-12 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=239(LC 8) Max Uplift 4=-167(LC 8), 2=-247(LC 8), 5=-70(LC 5) Max Grav 4=160(LC 1), 2=452(LC 1), 5=292(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-697/224 BOT CHORD 2-7=-313/629, 6-7=313/629 WEBS 3-7=0/323, 3-6=-664/330 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. t%1111� � 1111i 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N%%%� V N V F� IA; 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 �� . P.Q . t� `• `•. will fit between the bottom chord and any other members. ��� ,� , •' G E N `'� �i . is 5) Refer to girder(s) for truss to truss connections. �� •" �:� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 4, 247 lb uplift at N O 681' 82 joint 2 and 70 lb uplift at joint 5. 56 lb down 62 lb *'.. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) and up at = 1-5-12, 56 lb down and 62 lb up at 1-5-12, 5 lb down and 68 lb up at 4-3-11, 5 lb down and 68 lb up at 4-3-11, and 50 lb down and 138 lb up at 7-1-10, and 50lb down and 138 lb up at 7-1-10 on top chord, and 22 lb up at 1-5-12, 22 lb up at 1-5-12, 11 lb down 'p and 7 lb up at 4-3-11. 11 Ito down and 7lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The ST OF (V • design/selection of such connection device(s) is the responsibility of others. �, •• ((� & ,j��`` 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . N. CASE(S) ,`''ssO LOAStandard Dad N A ofLive (balanced): Lumber Increase=1.25, Plate Increase=1.25 1) DeRoof � Uniform Loads (plf) Vert: 1-4=-54, 2-5=-20 Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cert6634. .6904 Parke East Blvd. TampaFL 33610 Date: April 27,2021 Continued on a e 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ��• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is foran 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' �r k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Intormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job s Truss Type Qty Ply LOT 11615 WATERSTONE FH7 T23721816 2743194 MONO TRUSS 2 1 Job Reference o tional �•��� �= i• Y. _t ,r, V � - .—I , d.43u S Apr zU YuZ1 MI I eK Industries, Inc. Mon Apr 26 16:23:01 2021 Page 2 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-9VHg4S3nXHwQE1 SKprNCAgSoeGC 1 hsSm5JP6NIzMo78 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=36(F=18, B=18) 7=11(F=5, B=-5) 8=46(F=23, B=23) 9=-99(F=-50, B=-50) 10=22(F=11, B=11) 11=-51(F=-25, B=-25) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. - �• Design valid far use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke Fast 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 LOT 116/5 WATERSTONE T23721817 2743194 H7V SPECIAL 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 1-10-10 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 16:23:02 2U21 Nage 1 ID:193QG WBBpX31R187zeOm7kz5?ad-eh2Hn3Plb2HrB1 WMYuRjt??mgaFQJ7wKz8gvBzMo77 9-10-1 Scale = 1:22.9 3x4 ST1.5x8 STP = 5-4-1 9-10-1 , 5-4-1 4-6-0 Plate Offsets (X,Y)-- [2:0-1-3,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.11 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-SH Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=236(LC 8) Max Uplift 4=-166(LC 8), 2=-272(LC 8), 5=-161(LC 5) Max Grav 4=136(LC 1), 2=448(LC 1), 5=295(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/637 BOT CHORD 2-7=-703/911, 6-7=710/907 WEBS 3-7=0/315, 3-6=-894/696 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-4 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 4, 272 Ito uplift at joint 2 and 161 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67 lb down and 52 lb up at 1-5-12, 80 lb up at 4-3-11, 80 lb up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 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: 1-4=-54, 2-5=20 ,`�1j111111//II 0'i No 68;1'82 � r S OF �: Joaquin.Velez PE No.68182 MiTek USA, Inc. FL Ceft 6634 6904:Pa* East BIyd. Tampa FL 33610 Dattii April 27, 2021 Continued on 3a e 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 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 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/fP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type MY Ply LOT 11615 WATERSTONET23721817 T 2743194 SPECIAL 3 1 Job Reference (optional) • •-•---•- •-••• ^, •ter, • �a, o.yau s Apr zu zuzl NO I eK Inoustrles, Inc. Mon Apr 26 16:23:02 2U21 Page 2 ID:193QGWBBpX3jRI87zeOm7kz5?ad-ehr2Hn3Plb2HrB1 WMYuRjt??mgaFQJ7wKz8gvBzMo77 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=49(F=24, B=24) 9=36(F=18, B=18) 10=99(F=50, B=-50) 11=23(F=11, B=11) 12=-11(F=-5, B=5) 13=-51(F=-25, B=-25) WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/1912020 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 ANSI/TPI1 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 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. 0-11'e. - -I- For 4 x 2 orientation, locate plates 0- 1rifi' 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 4_e� 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. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 o WEBS C _ 4 M 1L u U O n. I O Cz-a c6-7 cs 6 1- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE E 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 MiTO-k� MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-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 ANSIfTPI 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 ANSIJTPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.