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HomeMy WebLinkAboutTrussti 258 Southhall Lane, Suite 200 Maitland, Florida 32751 rF D P: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES January 11, 2021 Building Department Ref: Adams Homes Lot: 20 Blk.1 Subdivision: Waterstone Address: 5372 Lugo St. Model: 1820 B LH KA # 20-9755 Truss Company: Builders First Source Date of drawings: 1/4/21 Job No.: 2587481 Wind Speed: 160 Exposure: C Truss Engineer: 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, 1/11/2021 Carl A. Brown, P.E. FL. # 56126 0`ao99'dBBLO i Y e P / plpp�s' w °.bpi ;T , No 8786 i s^ n •• STAT a w ,•. OF • 1414 FDS Engineering Associates, A TSG CompanY "Your Building Code Experts" REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. FL?RIDA DESIGN SOLUTIONS, INC. Date ► ► ( 2 By Submittal Bo. Project No. - Project Eq./-,'- f CONNECTORS SCHEDULE ROOF TRUSS Q ID MODEL ROOF UPLIFT SYM 0 A' LUS24 / JUS24 8951835 490 /510 ILA' 7 A HTU26/ THD26 3600 / 3470 1555 / 2330 iu 0 B HTU28 / THD28 4680 / 5040 2140 / 2330 uB 0 C HTU26-2 / THD26-2 3600 / 3355 2175 / 2340 j Ic 0 D HTU28-2 / THD28-2 4680 / 5005 3485 / 2595 J ID 0 1 E I HGUS26-21 THDH26-2 5320 / 5245 2155 / 2340 1 CIE 0 F HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 1 I IF 0 G HGUS26-3 / THDH26-3 5230 / 5245 2155 / 2340 J to 0 H HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 J IN 0 J THJA26 / HJC26 9100 / 8990 4095 / 4370 1 u 3X8NOP VERIFY ALL DIMENSIONS AND CEIUNG CONDmONS PRIOR TO APPROVAL SOME CEILING FRAMING REQUIRED IN FIELD BY BUILDER MAIN WIND FORCE RESISTING STSTEMIC4 HYBRID Vf MCO-10 VERIFY ALL DIMENSIONS AND CEIUNG CONDmONS PRIOR TO APPROVAL SOME CEILING FRAMING REQUIRED IN FIELD BY BUILDER MAIN WIND FORCE RESISTING STSTEMIC4 HYBRID Vf MCO-10 IMPORTANT ' ENCLOSED EkPOSURE CATEGORY OCCUPANCY CATEGORY a This Drawing Must Be Approved And WINO IMPORTLOAD O MEN WIND FACTOR1.00 Returned Before Fabrication Will SE E BEEN DESIGNED FORA 10.0 PSF BOTTOM CHORD LIVE LOAD TRUSSEESS HAVE Begin. For Your Protection Check All NONCONWRRENT WITH ANY OTHER LIVE LOADS Dimensions And Conditions Prior To SIGNATUAPBELO Of Plan. RE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL- 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL- 07 PSF TCDL- 10 PSF BCDL• 10 PSF BCDL• 6 PSF By Date TOTAL 37 PSF TOTAL 65 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B7 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6/12 CEILING PITCH: '0112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE 2 X4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER — TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE BUILDER: Adams Homes PROJECT: Single Family MODEL- 1820 B 3C ADDRESS: 6372 LUGO ST LOT / BLOCK: 1 2011 SUBDIVISION: I WATERSTONE CITY: FT PIERCE DRAWN BY: K SANCHEZ JDB 0 : 2687481 DATE: 01/03/2021 SCALE: NTS PLAN DATE 2020 REVISIONS: 1. 2. 3. 4. M,. II JLWuI e 4408 Airport Road Plant City, FL 33663 Ph. (813) 305-1300 Fax (813) 305-1301 I Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2587481 - LOT 20/1 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. a I Customer Info: Adams Homes Port St Lucie Project Name: 2587481 Model: 1820 B T8�,FL 33610-4115 Lot/Block: 20/1 Subdivision: WATERSTONE Address: 5372 LUGO STREET. 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, 37 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No.- Seal# Truss Name Date No. Seal# Truss Name Date 1 T22323811 A01 1/4/21 23 T22323833 C3V 1/4/21 2 T22323812 A02 1/4/21 24 T22323834 C5 1/4/21 3 T22323813 A03 1/4/21 25 T22323835 C513 1/4/21 4 T22323814 A04 1/4/21 26 T22323836 C5V 1/4/21 5 T22323815 A05 1/4/21 27 T22323837 D02B 1/4/21 6 T22323816 A06 1/4/21 28 T22323838 E3 1/4/21 7 T22323817 A07 1/4/21 29 T22323839 E7 1/4/21 8 T22323818 A08 1/4/21 30 T22323840 E7V 1/4/21 9 T22323819 A09 1/4/21 31 T22323841 E7VP 1/4/21 10 T22323820 A10 1/4/21 32 T22323842 H3 114/21 11 T22323821 A11 B 1/4/21 33 T22323843 H7 1/4/21 12 T22323822 Al2B 1/4/21 34 T22323844 H7V 1/4/21 13 T22323823 B02B 1/4/21 35 T22323845 K20 1/4/21 14 T22323824 B03B 1/4/21 36 T22323846 K21 1/4/21 15 T22323825 B04B 1/4/21 37 T22323847 K23 1/4/21 16 T22323826 B05B 1/4/21 17 T22323827 C1 1/4/21 18 T22323828 C1B 1/4/21 19 T22323829 C1P 1/4/21 20 T22323830 C1 V 1/4/21 21 T22323831 C3 1/4/21 22 T22323832 C36 1/4/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. r�>Mt-fr�rtr' �7 VFW under my direct supervision based on the parameters ��Qi11 provided by Builders FirstSource (Plant City, FL).�+� �yV�C E71VS;. Truss Design Engineer's Name: Velez, Joaquin` •if 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 J z ` that the engineer named is licensed in the jurisdiction(s) identified and that the designs = t comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were ! P: given to MiTek or TRENCO. Any project specific information included is for MiTek's orTRENC reference purpose the preparation of th se d signs.MiTekorTRENCO has independently verified veed the applicability of the design parameters or the designs for any particular building. Before use, JoaquinUetet PEFto �818. the building designer should verify applicability of design parameters and properly MXTCk(7$A;Ttte FL t.: incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. st_i3tVti'1amp;l January 4,2021 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply LOT 20/1 WATERSTONE 2587481 y A01 SPECIAL 8 1 T22323811 a,ai,le s F!m Q . a M r I; , , Job Reference (optional) -- --'- ts.4su s NOV 3U ZU20 Mi I ek Industries, Inc. Sun Jan 3 07:24:42 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-M7CalyZDUm NGLYXVjzVGH4sO6BVYkJxxQA6dQCzz8?Z 1-4-0 6-3-0 11-11-12 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 6-3-0 1-4-0 M 0 4xl0 MT20HS 3.00 F12 6.00 12 vxo — 5x6 = 4x10 MT20HS Scale = 1:72.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.63 10-11 >759 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.15 10-11 >413 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.71 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 197 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.1 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 6-11, 4-12 13-14,10-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1793(LC 15), 8=1793(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5905/2705, 3-4=-5621/2545, 4-5=-2780/1527, 5-6=-2739/1527, 6-7=-5299/2545, 7-8=-5593/2705 BOT CHORD 2-14=-2278/5679, 12-14=-1502/3876, 11-12=-680/2253, 10-11=-1502/3376, 8-10=-2278/5061 WEBS 5-11=-449/1175, 6-11 =-1 486/856, 6-10=-708/2011, 7-10=-260/287, 5-12=-449/1229, 4-12=-1574/856, 4-14=-708/2191, 3-14=-246/287 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 Eztedor(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) All plates are MT20 plates unless otherwise indicated. 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 at joint(s) 2, 8 considers parallel to grain value using ANSIITPI 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 797 lb uplift at joint 2 and 797 Ill uplift at joint 8. ®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 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 Safety Information available from Truss Plate Institute, 2670 Crain Highway; Suite 203 Waldod, MD 20601 January 4,2021 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job s Truss Type Qty Ply ERSTONE TAOU2 T22323812 =Refer 2587481 SPECIAL 2 1 o tional uers MrSLOuurce Inant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:43 2021 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-gJmyylarF4V7yi6hHgOVpHOa7bs?TmS5fgrAyezz8?Y 1-4-0 6-3-0 11-11-12 19-0-0 20-8-0 27-1-4 33-5-0 39-8-0 1-0- 1-4-0 6-3-0 5-8-12 7-0.4 1-8-0 7-0-4 5-8-12 6-3-0 1-4-0 Scale = 1:73.4 5x6 = 5x8 % 3.00 F12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 LumberDOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11:2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP N0.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) 6.00 12 5x6 = Jx4 — 0-0 -0-0 5x8 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 244/190 BC 0.88 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 WB 0.76 Horz(CT) 0.57 9 n/a n/a Matrix-MSH Weight: 218 lb FT = 20% BRACING - TOP CHORD Structuralwood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4905/2784, 3-4=-4621/2623, 4-5=-2726/1752, 5-6=-1932/1439, 6-7=-2726/1752, 7-8=-4621/2623,8-9=-4905/2784 BOT CHORD 2-16=-2350/4717, 15-16=-1549/3216, 13-15=-776/1929, 12-13=-776/1929, 11-12=-1549/3091,9-11=-2351/4431 WEBS 3-16=-282/293, 4-16=-742/1736, 4-15=-1216/792,5-15=-573/1132, 5-13=-267/321, 6-13=-267/320, 6-12=-573/1068, 7-12=-1137/792, 7-11=-743/1605, 8-11=-296/294 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, Exterior(2R) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to37-0-6, 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 forverifying 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. 4 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. • 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 9. ® WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer most 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIyrPll Quality Criteria, DSS-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highways Suite 203 Waldorf, MD 20601 January 4,2021 Welk' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply LOT 20/1 WATERSTONE 2587481 A03 SPECIAL 2 1 T22323813 Job Reference o tional ul era nimouutce tnant aty, rt_j, rianl uny, r-L - 0a0b/, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:44 2021 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-IVKK9eaTOOd_asgugOXkMVxke?CcCDOEuUbjU4zz8?X 1-4-0 6-3-0 11-11-12 17-0-0 22-8-0 27-8-5 33-5-0 39-8-0 1-0- 1-4-0 6-3-0 5-8-12 5-0-5 5-8-0 5-0-4 5-8-12 6-3-0 1-4-0 cn 0 6.00 12 5x6 = 5x8 = 4x10 MT20HS : 3.00 12 4x10 MT20HS zzz 8-8-0 39-8-0 Scale = 1:75.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.62 11-12 >769 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.86 Vert(CT) -1.1211-12 >423 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.60 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 202 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 4-8-15 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 4-14, 6-14, 7-12 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1799(LC 15), 9=1801(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5904/2977, 3-4=-5589/2795, 4-5=-2863/1738, 5-6=-2546/1644, 6-7=-2773/1738, 7-8=-5320/2795, 8-9=-5644/2977 BOT CHORD 2-15=-2526/5637, 14-15=-1660/3794, 12-14=-1034/2565, 11-12=-1660/3367, 9-11 =-2526/51 10 WEBS 3-15=-294/324, 4-15=-797/2189, 4-14=-1428/799, 5-14=-420/998, 6-14=-251/253, 6-12=-420/1108, 7-12=-1355/799, 7-11=-797/2035, 8-11=-306/324 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 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, 1nterior(1) 26-7-10 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 Ito uplift at joint 2 and 797 lb uplift at joint 9. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev.5/19/202o 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 Properlyincorporate 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway,''Suite 203 Waldorf, MD 20601 January 4,2021 wr MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 2011 WATERSTONE T22323814 2587481 i A04 SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:46 2021 Page 1 ID:193QG W BBpX3jRI87ze0m7kz5?ad-EuSSaJckY?tipAq GypZCRw05MpsIgAgXLo4gzzzz8?V 1-4-0 5-11-1 9-6-9 15-0-0 19-10-0 24-8-0 30-1-7 33-8-15 39-8-0 1-0- 1-4.0 5-11-1 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 5x6 = 5 3x4 = 5x6 = 25 6 26 7 28 1.5x8 STP = 10 11 Scale = 1:73A 4x12 � 3.00 12 4x12 Zz 3x8 MT20HS \\ 3x8 MT20HS // 15-0-0 24-8-0 31-0-0 39-8-0 Plate Offsets (X,Y)— 6-4-0 - 9-8-0 6-4.1 8-8-0 [2:0-1-15,1-2-15], [2:0-2-14,Edge], [4:0-3-0,0-3-0], [5:0-3-0,0-2-0],[7;0-3-0,0-2-0],,[8:0-3-0,0-3-0], [10:0-1-15,1-2-15], [10:0-2-14,Edge], [12:0-7-0,0-3-8], [16:0-7-0 0-3-8] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.67 13-15 >715 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.16 13-15 >410 180 MT20HS 187/143 BCLL ' 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix-MSH Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEDGE WEBS 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 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Grav 2=1804(LC 15), 10=1804(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5834/3030, 3-4=-5622/2947, 4-5=-3283/1933, 5-6=-2934/1832, 6-7=-2836/1832, 7-8=-3175/1933, 8-9=-5371/2947, 9-10=-5595/3030 BOT CHORD 2-16=-2565/5553, 15-16=-2182/4748, 13-15=-1410/3054, 12-13=-2182/4303, 10-12=-2565/5077 WEBS 4-16=-610/1626, 4-15=-192211023, 5-15=-527/1184, 7-13=-527/1190, 8-13=-1814/1023, 8-12=-610/1514, 6-15=-339/205, 6-13=-339/205 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 5-3-0 oc bracing: 13-15. 1 Row at midpt 4-15, 8-13 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=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2R) 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 forverifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. t 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify •' capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 10. January 4,2021 WARNING-Veri desi n r' fy g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5f 19f2020 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 iVliTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/?PIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, Parke 3ast Safetylnlormation available from Truss Plate Institute, 2670 Crain Highway; Suite 203 Waldorf, MD 20601 b Truss Truss Type City Ply LOT 20/1 WATERSTONE �20587481 T22323815 � A05 SPECIAL 1 1 Job Reference (optional) r„ nrarouuroe tndnc Cry, FL), Plant ury, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:47 2021 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-i4OTofdMJJ?ZRKPTW W4R_7zE7CC8PZjhaSpO5Pzz8?U 1-4-0 6-8-0 13-0-0 19-10-0 26-8-0 33-0-0 39-8-0 1-0- 1 4-0 6-8-0 6 4-0 6-10-0 6-10-0 6 4-0 6-8-0 1 4-0 5x8 = 6.00 12 3x4 = 5x8 = 4 23 24 5 25 266 5x8 :::: 3.00 12 5x8 8-B-0 31-0-0 Scale = 1:73.4 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 0.95 Vert(LL) 0.62 10-11 >762 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 11-13 >498 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-MSH Weight: 190 lb 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 2-2-0 oc bracing. BOT CHORD 2x4 SP M 31 *Except* 12-14,10-12: 2x4 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, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1540(LC 1), 8=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4919/3101, 3-4=-4613/2924, 4-5=-3036/2083, 5-6=-3036/2083, 6-7=-4613/2924, 7-8=-4919/3101 BOT CHORD 2-14=-2640/4556, 13-14=-1511/2821, 11-13=-1772/3223, 10-11=-1511/2821, 8-10=-2640/4445 WEBS 3-14=-371/397, 4-14=-1038/1926, 4-13=-1491535, 5-13=-399/275, 5-11=-399/275, 6-11 =-1 49/535, 6-10=-103811815, 7-10=-378/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, 1nterior(1) 2-7-10 to 9-0-6, Extedor(2R) 9-0-6 to 16-11-10, 1nterior(1) 16-11-10 to 22-8-6, Extedor(2R) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20.plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. • 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 8. January 4,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSI11rP/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 5x6 = 26 27 7 Job s Truss Type Qty Ply LOT 2011 WATERSTONE rAOu6 T22323816 2587481 � SPECIAL 1 1 Job Reference o tional Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:48 2021 Page 1 9 ID:193QGWBBpX3jR187zeOm7kz5?ad-BHar??e_4c7Q3T_f3EbgWL6PCccO84mgp6Zxdrzz8?T r1-4-0, 5-11-1 --17-0.0 228-8-0 33-8-15 39-8-0 1-4-0' 5-11-1 5-0-151100 5-5-0 2-8-0 6-0-0 5-0-15 5-11-1 1-4-0 Scale = 1:72.0 5x6 = 2x4 11 5x6 = 24 25 6.00 12 5x8 % 3.00 12 5x8 o-c-� 22-9-5 31-0-0 39-8-0 8-8-0. 8-2-11 5-10-11 8-2-11 8-8-0 Plate Offsets (X,Y)-- [2:0-2-7 Edge] [4:0-3-8 0-2-4] [6.0-3-0 0-3-0] [7:0-3-8 0-2-4] [9:0-2-7 Edge] [11:0-7-0 0-3-9] [15:0-7-0 0-3-9] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.73 12-14 >656 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -1.03 14-15 >464 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.58 9 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-MSH Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. BOT CHORD 2x4 SP M 31 *Except* 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=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3105, 3-4=-4608/2845, 4-5=-4142/2674, 5-6=-4142/2674, 6-7=-4145/2676, 7-8=-4608/2844, 8-9=-4916/3104 BOT CHORD 2-15=-2648/4483, 14-15=-1790/3279, 12-14=-2246/4158, 11-12=-1791/3281, 9-11=-2647/4442 WEBS 3-15=-333/385, 4-15=-745/1516, 4-14=-511/1116, 5-14=-321/300, 6-12=-381/301, 7-12=-511/1117, 7-11=-742/1461, 8-11=-342/385 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(21R) 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. • 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 9. January 4,2021 ® 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 ANS//TF11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInfonnatfon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 b TrussTruss Type Qty Ply LOT 20/1 WATERSTONE s P T22323817 87481 A07 SPECIAL 1 1 Job Reference (optional) ers FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, •Inc. Sun Jan 3 07:24:49 2021 Page 1 ID:193QGWBBpX3jR187ze0m7kz5?ad-fT7DDLecgwFHgdZrdx7v3YeCJO?TtWXz1 m1UAlzz8?S 1-4-0 4-6-5 9.0-0 15-10-8 23-9-8 30-8-0 35-1-11 39-8-0 1-0- 1-4-0 4-6-5 4-5-11 6-10-8 7-10-15 6-10-8 4-5-11 4-6-5 1-4-0 5x6 = 3x4 = 5x8 = 5x6 = 6.00 12 4 27 2829 5 6 3031 32 7 3x6 � 3.00 12 3x4 = 12-8-0 12-6-14 19-10-0 26-0-0 2x4 II 3x6 Zz Scale = 1:72.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.50 Vert(CT) 0.1715-16 >942 180 BCLL 0.0 * Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code, FBC2020/TP12014 Matrix-MSH Weight: 187 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC 10), 13=-715(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/494, 3-4=-338/135, 4-5=-325/669, 5-6=-58/715, 6-7=-348/707, 7-8=-471/221, 8-9=-1083/570 BOT CHORD 2-18=-291/979, 17-18=-295/986, 16-17=-23/293, 15-16=-328/181, 13-15=-426/296, 12-13=0/332, 11-12=-365/945, 9-11=-359/937 WEBS 3-17=-599/468, 4-17=-51/419, 4-16=-986/630, 5-16=-792/685, 5-15=-520/206, 6-15=-489/297, 7-12=-72/391, 8-12=-588/458, 6-13=-773/671, 7-13=-997/703 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 Extedor(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 26-8-6, Exterior(21R) 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. 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 288 lb uplift at joint 2, 302 lb uplift at joint 9, 686lb uplift atjoint 16 and 715 lb uplift at joint 13. 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 they are correct for the intended use of this truss. 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 Except: January 4 gn91 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19l2020 BEFORE USE. ��• Design valid for use only with MTekN1 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 ANS//rPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 2011 WATERSTONE T22323817 h587481 A07 SPECIAL 1 1 Job Reference o tional t5uncers virsibource (viant city, i-L). Hlant city, t-L-33bts7, Z 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:49 2021 Page 2 ID:193QG WBBpX3jR187zeOm7kz5?ad-fT7DDLecgwFHgdZrdx7v3YecJ0?TtWXzl m IUAIzz8?S 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, 17-19=-20, 12-17=20, 12-22=-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, 2-25=59, 25-26=47, 4-26=70, 4-28=70, 28-31=47, 7-31=70, 7-33=70, 33-34=47, 9-34=59, 9-10=105, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-113, 2-25=-67, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Intemal) Case 1: Lumber 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, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-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, 4-29=45, 29-32=26, 7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-50, 2-4=-22; 7-9=39, 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-27=1,6, 27-30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-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, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead +0.6 MWFRS Wind (Neg. Intemal) 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, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10=1-12 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, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-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, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead +0.6 MWFRS Wind (Neg. Intemal) 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, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Intemal) 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, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 15) 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, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) 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, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=-53, 17-19=-20, 16-17=-20,.13-16=61(F=81), 12-13=-20, 12-22=-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) 1st 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, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-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, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5r19/2020 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 iUliTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highwa)l', Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty PlyTL07T 20/1 WATERSTONE 2587481 s A08 SPECIAL 1 T22323818 Reference (optional) -_..__._ ..._.___.__ ,.._... _..r, . _„ ..-.,...,.j„ - ,,,,.,- o.vQU a INUV JV GU<U IVII ICK IIIUUJIIICJ, IIIU. JUrI Jdn O Ul:L4:D l LUL-I rage 1 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-bsF_d1 gsMXV?wxjEIM9N8zky5gbiLLOGV4nbEAzzB?Q rt-4-01 7-0-0 12-3-1 16-0-8 19-10-0 22-5-14 26-3-5 32-8-0 39-8-0 41-0-Q 1 4-0 3-9-8 3-9.8 2-7-14 3-9-8 6-4-11 7-0-0 1 4-0 5x6 = 3x8 = 3x4 = 6.00 12 3 24 25 4 2627 28 5 29 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 2x4 II 5x6 = 5x12 = 5x6 = 30 6 31 7 32 833 34 35 9 3x8 = 1.5x8 STP Scale = 1:72.0 3x6 % 3.00 12 3x6 7-1-8 12-3-1 12 -0 19-10-0 26-2-0 26 -5 32-6-8 39-8-0 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], [4:0-3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8,0-2-8], [9:0-4-0,0-2-8], [10:0-0-10,Edge], [12:0-8-0,0-0-8], [13:0-3-8,0-3-0], [16:0-3-8,0-3-01 [17:0-5-4 0-0-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC 0.83 Vert(LL) 0.24 14-16 >696 240 MT20 2441190 TCDL 7.0 Lumber-DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 BCLL 0.0 * Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 177 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Harz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-356(LC 8), 10=-429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-10381444, 4-5=-573/923, 5-6=-856/1302; 6-7=-856/1302, 7-8=-866/1022, 8-9=-1360/708, 9-1 0=-1 598/729 BOT CHORD 2-17=-263/1089, 16-17=-923/751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288, 4-16=-1311/939, 5-16=-1398/1438, 5-14=-602/680, 6-14=-421/437, 7-14=-775/753, 7-13=-1427/1490, 8-13=-1441/1137, 9-12=-14/366, 4-17=-1017/2098, 8-12=-1419/2494 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); 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, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. y 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2, 429 lb uplift at joint 10, 1695 lb uplift at joint 16 and 1859 lb uplift at joint 13. 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 are correct for the intended use of this truss. January 4.9n91 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall _ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing n/�1TeL Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 11r, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSb7P11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, ISulte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 2011 WATERSTONE T22323818 2587481 A08 SPECIAL 1 1 Job Reference o ticnal U- trnarn �!Ly, r�l, rmm Uity, rL - ooaor, 6.481J S NOV 3u 2U2U MI I eK Industries, Inc. Sun Jan 3 07:24:51 2021 Page 2 'I ID:193QG WBBpX3jR187ze0m7kz5?ad-bsF_d 1 gsMXV?wxj EIM9N8zky5gbiLLO GV4nbEAzz8?Q NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb dawn 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 28-7-4, 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 7-1-8, 92 lb down 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 32-6-8 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 (pig Vert: 1-3=-54,'3-9=-54, 9-11=-54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(B) 7=-1.11(B) 9=-175(B) 17=-330(B) 15=-46(B) 12=-330(B) 24=-111(B) 25=-111(13) 26=-111(13) 28=-111(B) 29=-111(B) 30=-111(B) 31=-111(B) 32=-1 11 (B) 33=-1 11 (B) 34=-1 11 (B) 35=-1 11 (B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 41 =-46(B) 42=-46(B) 43=-46(B) 44=-46(B) 45=-46(B) 46=-46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=42, 2-3=13, 3-27=45, 27-34=26, 9-34=16, 9-10=31, 10-11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (lb) Vert: 3=130(B) 7=156(B) 9=257(B) 17=108(B) 15=-23(B) 12=108(B)24=136(B)25=136(B)26=136(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=156(B)34=156(B)35=165(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B)41=-23(B)42=-23(13)43=-23(B)44=-23(B)45=-23(B)46=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=21, 2-3=31, 3-25=16, 8-25=26, 8-9=45, 9-10=13, 10-11=42, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Concentrated Loads (lb) Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B) 25=156(B) 26=156(B) 28=156(B) 29=156(B) 30=156(B) 31=156(B) 32=156(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 6) Dead + 0.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-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) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B) 32=197(B) 33=197(B)34=197(13)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-1 1=-26,17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-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)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Intemal)1st 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, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=1 30(B) 7=1 36(B) 9=214(B) 17=1 08(B) 15=-23(B) 12=1 08(B) 24=1 36(B) 25=1 36(B) 26=1 36(B) 28=1 36(B) 29=1 36(B) 30=1 36(B) 31 =1 36(B) 32=1 36(B) 33=1 36(B) 34=1 36(B) 35=1 36(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B)7=165(B)9=271(B)17=108(B)15=-23(B)12=108(B)24=165(B)25=165(B)26=165(B)28=165(B)29=165(B) 30=1 65(B) 31 =1 65(B) 32=1 65(B) 33=1 65(B) 34=1 65(B) 35=1 65(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 10) Dead + 0.6 MWFRS Wind (Neg. Intemal) 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, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-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) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B) 32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 11) Dead + 0.6 MWFRS Wind (Neg. Intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig .Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 ontinued on Dade 3 ® 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 MiT®ka 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 ANSIM11 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 Truss Truss Type City Ply LOT 20/1 WATERSTONE 'ob T22323818 587481 � A08 SPECIAL 1 1 Job Reference (optional) �= t.ry, 1, rid- imy, r-oaeh 6.431J s NOV 3U ZUZU Mi I eK Inaustries, Inc. sun Jan 3 U7:24:51 2021 Page 3 ID:193QGWBBpX3jR187ze0m7kz5?ad-bsF_d1 gsMXV?wxjEIM9N8zky5gbiLLOGV4nbEAzz8?Q LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)'12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(13) 40=13(B) 41=-13(B) 42=-13(13) 43=-13(B) 44=-13(13) 45=-13(13) 46=-13(13) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ing Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-10=-30, 10-1 1=-22,17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Harz: 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) 24=145(B) 25=145(B) 26=145(B) 28=145(B) 29=145(B) 30=145(B) 31=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(13) 36=-13(B) 37=-13(13) 38=-13(B) 39=-13(B) 40=-13(13) 41=-13(B) 42=-13(13) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ing 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, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Harz: 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)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(13) 40=-13(B) 41=-13(13) 42=-13(13) 43=-13(B) 44=-13(B) 45=-13(13) 46=-13(13) 15) 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 (pig Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=45, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Harz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=1 45(B) 9=247(B) 17=76(B) 15=-13(B)12=76(B)24=145(B)25=145(13)26=145(13)28=145(13)29=145(8)30=145(B)31=145(13)32=145(13) 33=145(B) 34=145(B) 35=145(13) 36=-13(B) 37=-13(13) 38=-13(B) 39=-13(B) 40=-13(13) 41=-13(13) 42=-13(B) 43=-13(B) 44=-13(13) 45=-13(B) 46=-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 (pig Vert: 1-2=-37, 2-3=45, 3-9=-45, 9-10=45, 10-11 =-37,17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-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)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(13) 37=-13(13) 38=-13(B) 39=-13(B) 40=-13(B) 41=A3(13) 42=-13(B) 43=-13(B)44=-13(13) 45=-13(13) 46=-13(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ��• Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP11 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 20/1 WATERSTONE �2587481 � A09 SPECIAL 1 1 T22323819 Job Reference (optional) �6rS rmat Oui w Iri—t caly, rLl, r1dF11 Idly, rL - 3300/, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:52 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-32pMrNhU7rdsX51Q13gchBG5tDvJ4gvQkkX8mc=8?P 1-4-0 6-8.0 13-0-0 19-10.0 1-0- 23-10-0 26-8-0 33-0-0 39-8-0 1-0- 1-4-0 6-10-0 -2-0 2-10-0 2-10-0 6-4-0 6-8-0 1-4-0 Scale = 1:74.8 a nn Fi_�- 5x8 = 5x6 i 3x6 = 6x12 MT20HS 5x8 % 3.00 12 5x8 Zz 15-7-5 , 24.0-11 31 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 0.95 Vert(LL) 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 13-15 >497 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH Weight: 199 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP M 31 *Except*. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing._ 14-16,12-14: 2x4 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, 10=0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Grav 2=1540(LC 1), 10=1540(LC 1) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3040, 3-4=-4613/2864, 4-5=-3032/2004, 5-6=-3037/1932, 6-8=-2899/1832, 8-9=-4664/2728, 9-10=-4929/2866 BOT CHORD 2-16=-2647/4620, 15-16=-1516/2827, 13-15=-1718/3209, 12-13=-1412/2856, 10-12=-2425/4456 WEBS 3-16=-368/396, 4-16=-1041/1945, 4-15=-103/484, 5-15=-339/221, 5-13=-415/327, 8-13=-186/531, 8-12=-942/1816, 9-12=-298/322 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 9-0-6, Exterior(2R) 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, 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 to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 10. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. January 4,2021 A WARNING• Verily design parameters and READ NOTES ON THIS AND'INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl7 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 20/1 WATERSTONE 2587481 � A10 SPECIAL 1 1 T22323820 Job Reference (optional) Builders FirstSource (Plant Citv. FLI. Plant city FI - aaFaz'_,. ,_�.._._ __ inc. 5x8 7:� 3.00 12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.68 15-17 >704 240 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.95 17 >499 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.55 12 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matri*MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-4,10-13: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 *Except* 16-18,14-16: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 JOINTS WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 12=-797(LC 10) Max Grav 2=1540(LC 1), 12=1540(LC 1) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4912/3208, 3-4=-4607/2953, 4-5=-4155/2803, 5-6=-4155/2803, 6-.7=-3887/2655, 7-9=-3697/2494, 9-10=-3697/2494, 10-11=-4713/2868, 11-12=-4921/3021, 6-8=-336/262, 8-10=-359/270 BOT CHORD 2-18=-2784/4606, 17-1 8=-1 907/3299, 15-17=-2254/3973, 14-15=-1844/3338, 12-14=-2569/4446 WEBS 3-18=-326/377, 4=18=-785/1550, 4-17=-577/1023, 5-17=-457/439, 7-17=-172/405, 7-15=-293/294, 10-15=-471/888, 10-14=-703/1474, 11-14=-229/273 5x8 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 228 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 cc purlins. Except: 1 Row at midpt 6-7, 7-10 Rigid ceiling directly applied or 4-6-1 cc bracing., 1 Brace at Jt(s): 7 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(21R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Extedor(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 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 goof live load shown covers rain loading requirements specific 4 to the use of this truss component. 4) Provide adequate, drainage to preventwater ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live load's. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 12 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 12. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 4,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 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 20/1 WATERSTONE 2587481 A11B SPECIAL 1 1 T22323821 B 'Id Job Reference o tional ui ers FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:54 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghj)z4cnz-?Rx6G3ilfStZnORpQUi4mcLQA1 cyYiOiB2OFrVzz8?N 1-0-0 6-3-0 9-0-0 17-0-0 2023-10-0 31-6-0 -8-0 1-4-0 6-3-0 2-9-0 8-0-0 3-1-8-1-8 39 3-8-8 7-8-0 8-2-0 i Scale=1:71.7 5x6 = 12 si ,i sz lu 13 4x6 = 3x6 = 3x6 = 3x6 3.00 12 6x8 = 8-8-0 20-1-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.26 10-12 >887 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.41 10-22 >570 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) -0.02 12 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-MSH Weight: 196 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 5-0-10 oc bracing. Except: 6-12: 2x4 SP No.3, 9-11: 2x4 SP No.1 3-4-0 oc bracing: 12-14 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (size) 2=0-8-0, 12=0-4-0, 9=Mechanical Max Horz 2=343(LC 9) Max Uplift 2=-479(LC 10), 12=-652(LC 10), 9=-362(LC 10) Max Grav 2=915(LC 15), 12=1799(LC 15), 9=927(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2388/1487, 3-4=-2063/1296, 4-5=-1303/876, 5-6=-236/281, 6-7=-196/337, 7-8=-1247/763; 8-9=-1370/723 BOT CHORD 2-16=-1286/2403, 15-16=-905/1881, 14-15=-458/774, 12-14=-1018/708, 10-12=0/252, 9-10=-511/1162 WEBS 3-16=-326/308, 4-16=-366/910, 4-15=-521/350, 5-15=-178/806, 5-14=-1064/803, 7-12=-692/312, 7-10=-501/1158, 8-10=-541/521 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 Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(21R) 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 35-8-6, Exterior(2E) 35-8-6 to 39-8-0 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) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 lb uplift at joint 2, 652 lb uplift at joint 12 and 362 lb uplift at joint 9. January 4,2021 WARNING- Verify des(gn 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPI1 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 20WA WATERSTONE '2587481 � Al2B SPECIAL 1 1 T22323822 Job o Builders FirstSource (Plant Citv. FLI. Plant City_ FI_-335R7 ^Refe:ence(optional). ...I-- - --- v ,c . JUIIJGII JU,24;5oLVCI raged ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-yp3thkk?B48HOibBXvIYr1 RgLrl60gX?eLVMvOzzB?L 1-4-0 9-2-2 12-8-0 15-0-0 17-1-13 20-1-8 22-4-0 25-4-0 31-0-2 35-4-2 39-8-0 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 • Scale = 1:71.5 3x8 11 8x12 = 5x6 3.00 F12 1 20-1-8 3x4 I I 5x6 = 5x8 = 9 3410 18 17 6x12 MT20HS = 16 3x4 = 15 3x6 = 14 3x6 = 3x6 = LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.25 23 >982 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.88 Vert(CT) -0.33 23 >751 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) -0.03 17 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 235 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-9-9 oc bracing. Except: 5-22: 2x8 SP 240OF 2.OE, 19-21: 2x6 SP M 26, 8-17: 2x4 SP M 31 5-10-0 oc bracing: 17-19 WEBS 2x4 SP No.3 WEBS 1 Raw at midpt 10-17 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-4-0, 13=Mechanical Max Horz 2=313(LC 7) Max Uplift 2=-676(LC 8), 17=-968(LC 8), 13=-288(LC 8) Max Grav 2=1187(LC 1), 17=2164(LC 1), 13=712(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3450/1744, 3-4=-3076/1675, 4-5=-2992/1697, 5-6=-3360/1888, 6-7=-1098/809, 7-8=-215/736, 8-9=-184/586, 9-1 0=-1 311471, 10-11=-420/229, 11-12=-1086/454, 12-13=-1236/511 BOT CHORD 2-24=-1479/3117, 23-24=-1455/3091, 22-23=-853/1664, 20-21=-924/1657, 17-19=-1196/738, 8-19=-307/254, 14-16=-198/723, 13-14=-392/1070 WEBS 3-24=-436/1159, 3-23=-313/20, 21-23=-658/1451, 6-21=-837/1838, 6-20=-1505/899, 7-20=-783/1542, 7-19=-1073/632, 9-17=-290/76, 10-17=-904/366, 10-16=-192/532, 11 -1 6=-622/393, 11-14=-85/400, 12-14=-252/217 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); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 676 lb uplift at joint 2, 968 lb uplift at joint 17 and 288 lb uplift atjoint 13. January 4,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/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 Truss Truss T22323822ss Type (Qty Ply LOT 20/1 WATERSTONE Al2B SPECIAL 1 1 I I I Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:56 2021 Page 2 NOTES- ID:3xt?Yd6RbYnXO16Sf6ghgz4cnz-yp3thkk?B48HOibBXvlYr1 RgLrl60gX?eLVMvOzz8?L 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down and 164 lb up at 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 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 device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the.face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-10=-54, 10-13=-54; 24-25=-20, 22-24=-20, 19-21=-20, 17-18=-20, 17-28=-20 Concentrated Loads (lb) Vert: 3=-179(F) 24=-343(F) 23=-59(F) 4=-115(F) 32=-115(F) 35=-59(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSlf7P11 Quality Criteria, DSE-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway,'Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type City Ply LOT 20/1 WATERSTONE JB0u2B T22323823 2587481 SPECIAL 1 1 Job Reference (optional) irstoource (Plant City, FL), Plant City, FL - 33567, 1 '8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:56 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-yp3thkk?B48HOibBXvIYr1 RgLrMpOeY?eLVMvOzz8?L 4-10-5 8-1-8 9-0-0 14-8-0 21-1-2 27-8-0 4-10-5 3-3-3 -10- 5-8-0 6-5-2 6-6-14 Scale = 1:48.9 3x4 = 3x6 - 5x8 = 3 4 22 5 Iv 0 12 11 3x6 9 8 3x4 = = = 6x12 MT20HS = 3x4 2x4 II M 0 m 4 N 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 0.73 Vert(LL) -0.10 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.18 9-11 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 139 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 3-11: 2x4 SP M 31 6-0-0 oc bracing: 11-13 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-11 REACTIONS. (size) 11=0-4-0, 7=Mechanical Max Hdre 11=229(LC 9) Max Uplift 11=-698(LC 10), 7=-274(LC 10) Max Grav 11=1692(LC 15), 7=775(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-176/548, 2-3=-311/779, 3-4=0/339, 4-5=-34/452, 5-6=-500/343, 6-7=-11851598 BOT CHORD 1-1 3=-447/235,11-13=-965/670, 3-13=-609/508, 9-11=0/391, 8-9=-423/999, 7-8=-422/1005 WEBS 2-13=-331/307, 5-9=-206/674, 5-11=-1110/635, 6-8=0/270, 6-9=-810/511 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 Extedor(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 23-8-6, Exterior(2E) 23-8-6 to 27-8-0 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 698 lb uplift at joint 11 and 274 lb uplift at joint 7. January 4,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1012020 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 MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Ply LOT 20/1 WATERSTONET22323824'2587481 F'Uss 7ty SPECIAL 1 Job Reference (optional) Builders Firstaource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:57 2021 Page 1 I D:3xt?Yd6 RbYnXO16Sf6ghjjz4cnz-QO cFu4ldyN G8esAO5dGnOEz3pEfFl7zgt? EvSgzz8? K 7-0-0 7-10-01 12-3-0 16-8-0 21-3-6 27-8-0 /-u-u 0-1,Ni 4-5-0 4-5-0 't _ii 64-10 Scale = 1:47.4 3x4 = 2x4 11 3x4 = 46 = 6.00 F12 2 3 23 4 24 25 5 �c 46 = - - 3x4 = 1.5x8 STP = 3x8 = 2x4 11 6x8 = 1.1.2 1-0-0 4-0-0 7-8-0 7- -0 16-8-0 21-3-6 27-8.0 1-0-0 . _ 2.10-14 3-8-0 0-90 8-10-0 4-:72 64-10 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 0.49 BC 0.82 WB 0.69 Matrix-MSH DEFL. in (loc) I/deft Ltd Vert(LL) 0.17 13-21 >549 240 Vert(CT) -0.31 9-11 >755 186 Horz(CT) -0.06 11 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-6-1 oc bracing. Except: 3-11: 2x4 SP No.3 6-0-0 oc bracing: 11-13 WEBS 2x4 SP No.3 WEDGE' Left: 2x6 SP No.2 REACTIONS. (size) 7=Mechanical, 11=0-8-0, 1=0-4-0 Max Horz 1=188(LC 9) Max Uplift 7=-382(LC 10), 11=-476(LC 10), 1=-421(LC 10) Max Grav 7=942(LC 16), 11=1019(LC 2), 1=415(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-261/336, 2-3=-221/391, 3-4=-205/372, 4-5=-907/749; 5-6=-1049/760, 6-7=-15461958 BOT CHORD 11-13=-349/264, 3-13=-266/247, 9-11=-289/526, 8-9=-742/1327, 7-8=-742/1327 WEBS 4-9=-135/473, 5-9=-60/251, 4-11=-736/486, 6-9=-628/450 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) 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 23-8-6, Extedor(2E) 23-8-6 to 27-8-0 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the'bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) fortress to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 382 lb uplift at joint 7, 476 lb uplift at joint 11 and 421 lb uplift at joint 1. January 4,2021 ® 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 personallinjury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS177P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetyinfonnation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 20/1 WATERSTONE 2587481 ' B04B SPECIAL 1 1 T22323825 Ruildore FircfCni a /Dh..r rr., n � Job Reference (optional) -'-' "-'---'- �'•� 'y, ���or, 8.43u s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:58 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-uCAd5QIFjhO?GOIafKnOwSWE?exwUZpl6f T_Gzz8?J -14-0 5-0-0 7-10-0 13-3-0 1&6-0 21.4-10 27-8-0 14 -0 5-0-0 2-10-0 5-5-0 5-5.0 2-6-10 6-3-6 3x4 = 2x4 II 6.00 12 3 4 22 3x4 = ' 4x6 = 23 5 24 25 B Scale=1:49.4 8 m IN 1 Iv Il 11 0 1.5x8 STP = 10 a 11 4x6 = 3x8 = 6x8 = 3x4 = 1-0-0 -10-4 5-0-0 7-8 0 7- -0 18-8-0 27-8-0 -104 4-0-0 2-e-0 0- o 10-10-0 g-0-o 0.1-12 vnoma tn, r I-- Iw-u-w magel Iz:u-u-`tz t=agej 13:U-2-U,0-2-81 f11:0-3-8 0-3-Oj LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.29 9-11 >804 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.58 9-11 >404 180 MT20HS 187/143 BCLL 0.0 Rep Stress [nor YES WB 0.71 Horz(CT) -0.04 11 n/a n/a BCDL 10.0 Code FBC2020f'rP12014 Matrix-MSH Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-11: 2x4 SP No.3 6-0-0 oc bracing: 11-12 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 8=Mechanical, 11=0-8-0, 2=0-4-0 Max Horz 2=167(LC 9) Max Uplift 8=-365(LC 10), 11=-518(LC 10), 2=-498(LC 10) Max Grav 8=756(LC 16), 11=936(LC 1), 2=450(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-225/272, 3-4=-198/277, 4-5=-177/289, 5-6=-868/774, 6-7=-1003/825, 7-8=-1204/926 BOT CHORD 11 -1 2=-352/301, 4-12=-287/293, 9-11=-398/645, 8-9=-715/1039 WEBS 5-9=-73/329, 6-9=-141/314, 7-9=-350/386, 5-11=-760/567 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 Extedor(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, 1nterior(1) 22-7-10 to 23-8-6, Exterior(2E) 23-8-6 to 27-8-0 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 Ib uplift at joint 8, 518 lb uplift at joint 11 and 498 lb uplift at joint 2. January 4,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MTekOO 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 MITe'Ce 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/!iP/1 Quality Criteria, OSB-89 end BCSI 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 City Ply LOT 2011 WATERSTONE T22323826 2587481 B05B SPECIAL 1 1 Job Reference (optional) iers FirstScurce (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:24:59 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-MOk?JmmtU? WstAKmD 1 IFTf3Lf2McD41 SLJj0 Wizz8?I -1-4-0 3-0-0 7-10-0 14-3-0 20-8-0 27-8-0 1-4-0 3-0-0 4-10-0 6-5-0 6-5-0 7-0-0 4x6 = 6.00 12 5x6 = 3 20 21 4 �1 2x4 11 22 23 5 Sx8 = Scale=1:49.5 1.5x8 STP = 10 ' 6 11 3x4 = 3x8 — 2x4 II 3x4 = 3xs 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.73 BC 0.70 WB 0.40 Matrix-MSH DEFL. in (loc) I/defl Ud Vert(LL) 0.19 12-13 >517 240 Vert(CT) 0.1512-13 >628 180 Horz(CT) -0.07 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 124 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-7 cc bracing. Except: WEBS 2x4 SP No.3 5-8-0 oc bracing: 11-12 REACTIONS. (size) 7=Mechanical, 2=0-4-0, 11=0-8-0 Max Horz 2=126(LC 7) Max Uplift 7=-374(LC 8), 2=-557(LC 8), 11=-673(LC 8) Max Grav 7=736(LC 1), 2=405(LC 1), 11=1004(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-400/635, 3-4=-344/605, 4-5=-969/644, 5-6=-969/644, 6-7=-1198/616 BOT CHORD 2-13=-475/332, 12-13=-493/344, 11-12=-938/690, 4-12=-849/516, 8-9=-436/1012, 7-8=-437/1004 WEBS 6-8=0/290, 5-9=-373/303, 4-9=-409/1004 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 7, 557 lb uplift at joint 2 and 673 lb uplift at joint 11. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 Ito down and 60 lb up at 3-0-0, and 62 lb up at 5-0-12, and 62 Ito 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. 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, 6-7=-54, 12-17=-20, 11-14=-20 January 49n91 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicabilitylof 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 MiT�ik is always required for stability and to prevent collapse with possible pemonal:injury and property damage. For general guidance regarding the 1 fl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1rP1l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Tmss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Type City Ply LOT 2011 WATERSTONET22323826 TB'OU5 2587481 SPECIAL 1 1 Job Reference o tional tr a..L . Ly, rl/, rrmn a iiy, rL - 33567. 8.43u 5 Nov 3U 202U MITek Industries, Inc. Sun Jan 3 07:24:59 2021 Page 2 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-MOk?JmmtU? WstAKmD1 IFTf3Lf2McD41 SLJjOWizz8?I LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=2(F) 13=-20(F) 20=4(F) 21=4(F) 24=-8(F) 25=-8(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.• Design valid for use only with MRek® 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 T building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A/0'Tek' is always required for stability and to prevent collapse with possible personal, injury and property damage. Forgeneral guidance regarding the My 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTF11 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 20/1 WATERSTONE 2587481 ' C1 JACK 7 1 T22323827 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:00 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-qa INW6n WFlejVJvzm IpU?tbeASs9ydTbzzTa39zz8?H -14-0 0-11-4 14-0 0-11-4 0-11-4 0-11 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP 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=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4=-15(LC 1) Max Gram 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=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 3 lb uplift at joint 3, 195 lb uplift at joint 2 and 15 lb uplift at joint 4. January 4,2021 Ak WARNING -Verify ty desl n g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-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 applicabilityof 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 Blvd. Tampa, 6904 Parke Easte East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2060136610 Job Truss Type y LOT 20/1 WATERSTQNE Truss '2687481 JACK LJ 1 T22323828 Job Reference (optional) ce (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:01 2021 Page 1 I D:3xt?Yd6 RbYnX016Sf6 q hjjz4cnz-Ins m kS o8Ocm a7TUg KS KjY48 rMs Cph4 ikod C7b bzz8? G i 0-11-4 0-11-4 2x4 = 0-11-4 Scale = 1:6.9 Plate Offsets (X,Y)— [1:0-1-4 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 0.01 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.01 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=25(LC 10) Max Uplift 1=-9(LC 10), 2=-17(LC 10), 3=-7(LC 10) Max Grav 1=35(LC 15), 2=22(LC 15), 3=17(LC 15) FORCES. (Ib) -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 Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1, 17 Ito uplift at joint 2 and 7 lb uplift at joint 3. January 4,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1.9/2020 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 applicabilityiof 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 persona(injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117PN 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 WATERSTONET22323829 2587481 ]Ply__TLOT20/1 C1P Jack -Open 2 Reference c tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:01 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-InsmkSo80cma7TU9KS KjY48owsCOh4ikodC7bbzz8?G -1-4-0 0-11-4 14-0 0-114 Scale = 1:7.6 0-11-4 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP 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=79(LC 10) Max Uplift 3=-6(LC 7), 2=-213(LC 10), 4=-23(LC 15) Max Grav 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) 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 Extedor(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 6 lb uplift at joint 3, 213 lb uplift at joint 2 and 23 lb uplift at joint 4. January 4,2021 WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MrfEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 pTek" 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 ANS11TPll 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 Qly Ply LOT 2011 WATERSTONE 2587481 C1V SPECIAL 6 1 T22323830 Job Reference (optional) U.corns n,mouurue trrani uny, rLl, Plant Cay, rL - dsont, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:02 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-mzQ8xoommvu Rkd2LuAsy5lhzgFYfQXyu 1 Hyg71 zz8?F -1-4-0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 c+> jq Ia 00 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 7 >999 240 MT20 - 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP 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 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) 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 Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) 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 4 lb uplift at joint 3, 181 lb uplift at joint 2 and 14 lb uplift at joint 4. January 4,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 V. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11rPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type City Ply LOT 2011 WATERSTONET22323831 T 2587481 JACK 7 1 Jab Reference (optional) irstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:02 2021 Page 1 ID:3xt?Yd6RbYnXOi6Sf6ghjjz4cnz-mzQ8xoommvuRkd2LuAsy5lhzgFXVQXyu 1 Hyg71 zz8?F i -1-4-0 2-11-4 1-4-0 ' 2-11-4 Scale = 1:12.7 2-11-4 2-11-4 Plate Offsets (X,Y)— f2:0-4-0,0-0-4) 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 0.23 Vert(LL) -0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.11 Vert(CT) -0.01. 4-7 >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 -MP 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 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=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Grav 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (Ib) -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 Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift atjoint 3 and 157 lb uplift at joint 2. January 4,2021 WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII.7473 rev. 5/19l2020 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 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 NNW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 20/1 WATERSTONE � �2587481 T22323832 C3B JACK 1 1 Jab Reference (optional) AD; SUf RE( o .0 s I— ­ cucu 1'" 1 erc muustries, inc. oun .tan J of:zo:uS zuzi vage i ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-F9_W97pOXD01MndYStNBdVD9Ufsp9_C1 FxhEfUzz8?E 2-11-4 3 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.01 3-6 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=77(LC 10) Max Uplift 1=-30(LC 10), 2=-65(LC 10), 3=-6(LC 10) Max Grav 1=11O(LC 15), 2=80(LC 15), 3=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale: 1 °=1' PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% Structural wood sheathing directly applied or 2-11-4 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=S.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 forverifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed fora 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 30 lb uplift at joint 1, 65 lb uplift at joint 2 and 6 lb uplift at joint 3. 6: January 4,2021 ® 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 onlywith 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 MOW 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 ANS11TP1I 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 Jab Truss Truss Type Qly Ply LOT 20/1 WATERSTONE 2587481 C3V SPECIAL 6 1 T22323833 R::ild—c F:r�tc,,—, 1oi�.,r n.,, ri Job Reference (optional) "r, ���� 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:03 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-F9_W97pOXD01MndYStNBdVD8Qfti9_C1 FxhEfUzz8?E 1 4-0 2-11-4 1-4-0 2-11-4 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >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 FBC2020/1-P12014 Matrix -MP 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 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=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(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 Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) 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 57 lb uplift at joint 3 and 149 lb uplift at joint 2. January 4,2021 A WARNING- Venfy 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 MTele connectors. This design is based only upon parameters shown, and is for an Individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall T building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i 0ek 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 ANS117Pl1 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, Parke 36610 East Job Truss Truss Type City Ply LOT 20/1 WATERSTONE T22323834 2587481 C5 JACK 7 1 Job Reference o tional -- r •-• •• --••,-n •�••• •-••n • - ����• , o.vo� s rvuv au cucu "" I ere inuustnes, inc. oun an 5 U/2o:U4 zuzl rage i ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz jMXuMTg01X89_xCk?buQAjmEb37duRSBUbRnCwzzB?D -1-4-0 4-11-4 1-4-0 4-11-4 Scale=1:17.6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.06 4-7 >908 180 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 18 lb FT = 20 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=185(LC 10) Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=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 107 lb uplift at joint 3 and 167 lb uplift at joint 2. January 4,2021 ® 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 MReM 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 MpTek" 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 ANSI?P/l 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 s Truss Type Qty Ply LOT 2011 WATERSTONE 41587481 T-TCr5 JACK 1 1 T22323835 Job Reference o tional W�. ,,.,...,,.Y. , �„ , ,.,.. ,,,,r, , , AD Su RE 3x4 = 0.4JU s Ivov OU 4V4U mi i eK moustnes, Inc. Jun dan s u7:zo:U4 zuz1 rage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz jMXuMTg01X89_xCk?buQAjmDk35auRSBUbRnCwzz8?D 3 Scale=1:16.9 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 0.58 Vert(LL) 0.08 3-6 >773 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.52 Vert(CT) -0.06 3-6 >955 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 file n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 16 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=131(LC 10) Max Uplift 1=-52(LC 10), 2=-115(LC 10), 3=-4(LC 10) Max Grav 1=186(LC 15), 2=139(LC 15), 3=88(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=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 52 lb uplift at joint 1, 115 lb uplift at joint 2 and 4 lb uplift at joint 3. January 4,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/10/2020 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply LOT 20/1 WATERSTONE T22323836 2587481 " C5V SPECIAL 6 1 Job Reference (optional) o.You a 1—v ou 4u4u rvu — inuusuies, mu. oun van 3 ur:Zo:uo Zuz [ rage I ° ID:193QG WBBpX3j RI87zeOm7kz5?ad-BY5GZpre3gGOb5nwZIPfiwJPkTT8duiKjFALkMzz8?C -1-4-0 4-11-4 1 4-0 4-11-4 0 m n 9 q 3x4 Scale=1:17.6 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 0.56 Vert(LL) 0.06 4-7 >925 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 4-7 >875 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOY CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-112(LC 10), 2=-161(LC 10) Max Grav 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-11-4 oc purlins. Rigid ceiling directly applied or 6-0-0 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., GCpi=0.18; MWFRS (directional) and C-C Eztedor(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 112 lb uplift at joint 3 and 161 lb uplift at joint 2. January 4,2021 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the (ys fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSaPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply LOT 20/1 WATERSTONE � TD'02B T22323837 2587481 HIP 1 1 Job Reference (optional) o n°ers rsarauurcc (rnern My, FL), Plant Coy, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:06 2021 Page 1 I D:3xt7Yd6 RbYnXO16Sf6ghj1z4cnz-fkffn 9s Gg8Os D E M670wu F8 rUzti 7M H q UyvwuG pzz87 B 7-0-0 13-0-0 19-11-4 21-3-4 7-0-0 6-0-0 6-11-4 1-4-0 Scale = 1:34.8 5x8 = 15 16 4x6 = 2x4 II 41O 3x4 = 3x6 = 3x6 = • 7-0-0 - 6-0-0 6-11-4 Plate Offsets (X,Y)-- [1:0-0-4 Edge] [2:0-5-8 0-2-41 [3:0-3-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.15 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.19 8-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.07 4 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH Weight: 83 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 4=0-8-0 Max Horz 1=-163(LC 6) Max Uplift 1=-682(LC 8), 4=-808(LC 8) Max Grav 1=1348(LC 1), 4=1429(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2553/1294, 2-3=-2221/1254, 3-4=-2536/1317 BOT CHORD 1-8=-994/2218, 6-8=-998/2241, 4-6=-1010/2198 WEBS 2-8=-88/686, 2-6=-299/58, 3-6=-60/695 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); 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 682 lb uplift at joint 1 and 808 lb uplift at joint 4. 9) 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 Ib 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 up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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: 1-2=-54, 2-3=-54, 3-5=-54, 9-12=-20 January 4,2021 , A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TP/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 Jab sTruss Type Oty Ply LOT 20/1 WATERSTONET22323837 " F 2587481 B HIP 1 1 Job Reference (optional) w tnain.,ay, r�l, ncur i Ky, r�- ooaor, d.43U S NOV JU 2UZU MI I eK Inaustnes, Inc. Sun Jan 3 U7:25:06 2021 Page 2 I D:3xt7Yd6RbYnX016Sf6 q hjjz4cnz-fkffn9s Gg8Os DE M670wu F8 rUzti 7MHq UyvwuG pzz87 B LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-1 16(B) 3=-116(B) 8=-374(B) 6=-374(B) 15=-86(B) 16 86(B)17=-40(B) 18=-40(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE, Design valid for use only with M700 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 propedy incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chordmembers 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 ANS117F11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safefyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply LOT 20/1 WATERSTONE � T22323838 2587481 E3 JACK 3 1 Job Reference (optional) y, r�1, riciu . Ry, rL - 33567, 6.43U s Nov 3U 2020 MiTek Industries, Inc. Sun Jan 3 07:25:06 2021 Page 1 ID:3zt?Yd6RbYnXO16Sf6ghjjz4cnz-fkffngsGg8OsDEM67owuF8rfgtuO MLyUyvwuGpzz8?B -1-4-0 3-0-0 1-4-0 3-0-0 Scale=1:12.8 3-0-0 3-0-0 Plate Offs(2:0-4-0 0-0-4j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >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 -MP Weight: 12 lb 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=133(LC 10) Max Uplift 3=-64(LC 10), 2=-213(LC 10), 4=-42(LC 7) Max Grav 3=66(LC 15), 2=197(LC 1), 4=50(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 Extedor(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 64 lb uplift at joint 3, 213 lb uplift at joint 2 and 42 lb uplift at joint 4. January 4,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 61IW2020 BEFORE USE. mom 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 propedy Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. e Eest Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parke 3ast Job Truss Truss Type Qty Ply LOT 2011 WATERSTONE x T22323839 2587481 E7 JACK 8 1 Job Reference o tional R o."Ou S IVVV QU GUGUIVu r UK 111UUSrrICS, Ir1U. oun Jan 3 uf:zo:Uf zuz l rage ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-7xD 1_VsvbS Wjr0xJhjR7oL0fIG3b5oBdAZfRoFzz8?A 1 4-0 7-0-0 1 4-0 7-0-0 3x6 = Scale=1:23.1 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 0.94 Vert(LL) 0.22 4-7 >381 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.23 4-7 >368 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/1-PI2014 Matrix -MP Weight: 24 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-162(LC 10), 2=-184(LC 10) Max Grav 3=198(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.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 162 lb uplift at joint 3 and 184 lb uplift at joint 2. January 4,2021 ®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 MiTekwO connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 City Ply LOT 20/1 WATERSTONE } T22323840 2587481 E7V SPECIAL 10 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:26:07 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-7xD1 _VsvbS WjrOxJhjR7oLOeRG2j5oBdAZfRoFzz8?A -1-4-0 7-0-0 1-4-0 7-0-0 2 3x6 Scale=1:22.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.23 4-7 >354 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.23 4-7 >356 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a file BCDL 10.0 Code FBC2020ITP12014 Matrix -MP Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15), 2=341(LC 15), 4=124(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 Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) 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 166 lb uplift at joint 3 and 179 lb uplift at joint 2. January 4,2021 .. WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5I79/2020 BEFORE. USE. ��• Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A�TeI�" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mtl� Y Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIM11 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 20/1 WATERSTONE T22323841 2587481 ' E7VP SPECIAL 7 1 ---_ Job Reference o tional t _ilk ry, �/, recur arty, r - 0000r, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:08 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-b7n PCrtXMleaSYW VEQyMKZxsggPGgFRmPDP?Lhzz8?9 -14-0 7-0-0 1-4-0 7-0-0 R JXe LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 TCDL 7.0 Lumber DOL 1.25 BC 0.79 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=308(LC 10) Max Uplift 3=-153(LC 10), 2=-307(LC 10), 4=-150(LC 10) Max Grav 3=157(LC 15), 2=336(LC 1), 4=140(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:22.6 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.21 4-7 >387 240 MT20 244/190 Vert(CT) 0.19 4-7 >436 180 Horz(CT) -0.01 3 n/a n/a Weight: 31 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-1 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) and C-C Extedor(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 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 153 lb uplift at joint 3, 307'lb uplift at joint 2 and 150 lb uplift at joint 4. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19l2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only'upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSbTPl1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 January 4,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply],Job LOT 20/1 WATERSTONE T22323842 2587481 H3 JACK 1 Reference (optional) s rnstauurce tPiant City, FLI. Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:09 2021 Page 1 I D:3xt?Yd6 RbYnX016Sf6 q hgz4cnz-3J Ln PBu973 m R4i5h o8 UbtmT9 C4wTZihwet8Yt7zz8?8 -1-10-10 4-2-3 1-10-10 4-2-3 Scale = 1:12.6 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 0.27 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >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 -MP Weight: 16 lb' FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 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=0-4-8, 4=Mechanical Max Horz 2=133(LC 8) Max Uplift 3=-58(LC 8), 2=-246(LC 8), 4=-48(LC 5) Max Grav 3=73(LC 1), 2=234(LC 1), 4=54(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=S.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 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 58 lb uplift at joint 3, 246 lb uplift at joint 2 and 48 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, and 56 lb dawn 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 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 (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=46(F=23, B=23) 9=22(F=11, B=11) January 4,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511012020 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is far 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 WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/77PIt 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 20/1 WATERSTONE 2687481 H7 MONO TRUSS 4 1 T22323843 Job Reference (optional) tauuaers mrstsource (Plant ury, FL), Plant tarty, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:10 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-XWv9dXvnuNu lisgu MRgP_OExU6 W l3s3sXu5Pazz8?7 -1-10-10 4-6-7 9-10-1 1-10-10 4-6-7 5�3-10 I 3X4 — 0-1 Scale=1:22.6 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 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.15 6-7 >788 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 43 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-166(LC 8), 2=-226(LC 8), 5=-78(LC 8) Max Grav 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-734/233 BOT CHORD 2-7=-330/681, 6-7=-330/681 WEBS 3-7=0/322, 3-6=-719/349 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 forverifying 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 166 lb uplift at joint 4, 226 lb uplift at joint 2 and 78 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb 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 50 lb 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 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. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 January 4.7n91 ® WARNING - Vedfy 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 ANS117P11 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 20/1 WATERSTONE 2587481 � H7 MONO TRUSS 4 1 T22323843 Ft„ lld— ❑t—rc.,,,— ID-6 r,:,., Cl Job Reference (optional) 0.9JU 5 IVUV 3U LULU IAA I eK ina Uslrles, Inc. Sun Jan 3 U7:2b:1U 2021 Page 2 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-XWv9dXvnu Nu IisguMRgP_OEXU6W 13s3sXu5Pazz8?7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=36(F=18, 13=18) 7=-11(F=-5, B=-5) 11=46(F=23, B=23) 12=-99(F=-50, B=-50) 13=22(F=11, B=11) 14=-51(F=-25, B=-25) WARNING - Verif y design g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020-BEFORE USE. Design valid for use only with Mirek®connectars. 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 MOW 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 ANSYTPII 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 Truss Type Qly Ply LOT 20/1 WATERSTONE T22323844 SPECIAL 3 1 /J1 FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:10 2021 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-XWv9dXvnuNu IisguMr?gP_OFvU8F14c3sXu5Pazz8?7 -1-10-10 5-4-1 9-10-1 1-10-10 5-4-1 4-6-0 3x4 Scale = 1:22.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5) Max Grav 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293, 3-6=-918/685 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 170 lb uplift at joint 4, 248 lb uplift at joint 2 and 163 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 174lb 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 (plo Vert: 1-4=-54, 5-8=-20 ® 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 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 SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 January 4,2021 Welk` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Type Qty Ply LOT 20/1 WATERSTONE T22323844 �2� 587481 Puss 7V SPECIAL 3 1 Job Reference o tional auiiuers rusmource Irian[ ury, t-Lj, runt ulry, rl-- 33b6f, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:10 2021 Page 2 ID:193QG WBBpX3jR187zeOm7kz5?ad-XWv9dXvnu NulisguMr?gP_OFvU8F14c3sXu5Pazz8?7 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=49(F=24, 13=24) 12=36(F=18, B=18) 13=-99(F=-50, B=-50) 14=23(F=11, B=11) 15=-11(F=-5, B=-5) 16=-51(F=-25, B=-25) ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5I79/2020 BEFORE USE. ��' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe'(� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Truss Ply I LOT 20/1 250461 K20 Hip Girder 1 1 Job Reference (optional) T22323845 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:11 2021 Page 1 ID:J9w?pBQ34m W MQGbmZiytDpyLuUA-OiTYgtvPfgO9JOF4wZW3yBZMCuRgl XfD5BdfxOzz8?6 -1-4-0 7-0-0 13-0-0 20-0-0 21-4-0 1 4-0 7-0-0 6-0-0 7-0-0 1-4-0 Scale = 1:36.9 5x8 = NAILED NAILED 46 = 3 NAILED NAILED A a1 4x6 = 3x6 11 6x8 = 46 = Special Special "Special" indicates special hanger(s) or other connection device(s) required at location(s)shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. 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 0.89 Vert(LL) 0.21 7-9 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.75 Vert(CT) -0.26 7-9 >907 180 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-4-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=-171(LC 6) Max Uplift 2=-942(LC 8), 5=-942(LC 8) Max Grav, 2=1834(LC 13), 5=1834(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250:(Ib) or less except when shown. TOP CHORD 2-3=-3422/1639, 3-4=-3074/1553, 4-5=-3424/1639 BOT CHORD 2-9=-1293/3091, 7-9=-1310/3139, 5-7=-1293/2988 WEBS 3-9=-406/1166, 4-7=-418/1192 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); 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 al 0.0 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 942 lb uplift at joint 2 and 942 Ito uplift at joint 5. 8) Girder carries hip end with 7-0-0 end setback. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 733 lb down and 321 lb up at 13-0-0, and 733 lb down and 321 Ito up at 7-0-0 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, 3-4=-70(F=-16), 4-6=-54, 9-10=-20, 7-9=-89(F=-69), 7-13=-20 Concentrated Loads (lb) Vert: 9=-475(F) 7=-475(F) January 4,2021 ® WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors: This design is based only upon parametersshown, 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 .MITI—iA ka 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 ANS11TPll Quality Criteria, DSB-89 and BCS/ Building Component t Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parke 3ast0 Iv 0 Job Truss Truss Type Qty Ply LOT 20/1 WATERSTONE 258t74t81 * K21 Hip 1 1 T22323846 _ Job Reference o tional + . ers ruawuurce trial n t.ny, ry, riant 1411y, r-L - Zla=f, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:12 2021 Page 1 ID:J9w?pBQ34m W MQGbmZiytDpyLuUA-UUOwl Cwl Q_9Ox9pGTG 1 IVP5dgHoem 1 EMKrNCUSzz8?5 6-3-6 9-0-0 11-0-0 13-8-10 20-0-0 21-4-0 6-3-6 2-8-10 2-0-0 L2 _�0 6-3-6 1-4-0 3 4x6 = 4x6 = 3x6 = 3x4 = — — 3x4 = 3x6 = Scale = 1:36.3 9-0-0 11-0.0 20-0-0 9-0-0 2-0-0 9-0-0 Plate Offsets (X,Y)-- [1:0-6-0,0-0-21 [6:0-2-12 0-1-81 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 0.51 Vert(LL) -0.15 10-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.33 10-13 >735 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 6=0-8-0 Max Horz 1=-204(LC 8) Max Uplift 1=-348(LC 10), 6=-454(LC 10) Max Gram 1=738(LC 1), 6=814(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11961936, 2-3=-982/820, 3-4=-830/758, 4-5=-979/813, 5-6=-1190/914 BOT CHORD 1 -1 0=-640/1081, 8-10=-350/830, 6-8=-609/1029 WEBS 2-10=-397/433, 3-10=-285/374, 4-8=-237/361, 5-8=-386/387 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 Extedor(2E) 0-0-0 to 3-11-10, Exterior(2R) 3-11-10 to 16-7-5, Interior(1) 16-7-5 to 17-4-6, Extedor(2E) 17-4-6 to 21-4-0 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 lb uplift at joint 1 and 454 lb uplift at joint 6. January 4,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 611012020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing 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 ANS11nolf 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 Truss Type Qty IPly T22323847 58M1 K23 Hip Girder 1 2 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 3 07:25:14 2021 Page 1 ID:J9w?p BQ34m WMQGbmZiytDpyLuUA-QH8gSuylybPkATzfbh3magAz55YnEnsfn9sJYLzz8?3 103-0 -1-4-0 5-0-0 9-9-0 1 149-0 2M-0 21-4-0 1-0-0 5-3-04-0-0 03- 46-0 53-0 03-0 4x6 11 Scale = 1:40.5 i Iv 0 1.5x8 STP = 3x8 11 n i U/ts 4x1u M I Zurls = 10x12 = 3x8 11 ' •ono r — 4x6 = HTU26 HTU26 4x6 = s3-0 s-s-0 10-3-0 o t4s-0 20-0-0 53-0 45-0 03- N-0 53-0 03-0 Plate Offsets (X,Y)-- f2:0-1-0 0-0-31, 16:0-1-0 0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.16 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 9-11 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 226 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=236(LC 24) Max Uplift 2=-1655(LC 8), 6=-2096(LC 8) Max Grav 2=3199(LC 1), 6=4378(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6883/3415, 3-4=-4981/2521, 4-5=-4986/2524, 5-6=-7342/3485 BOT CHORD 2-11=-2900/6106, 9-11=-2900/6106, 8-9=-2974/6524, 6-8=-2974/6524 WEBS 3-11=-712/1574, 3-9=-1919/1036, 5-9=-2756/1194, 5-8=-813/2202, 4-9=-1996/4055 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7=0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) 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 5) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1665 lb uplift at joint 2 and 2096 lb uplift at joint 6. 10) Girder carries tie-in span(s): 20-0-0 from 6-4-12 to 20-0-0 11) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent at 6-4-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 12) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 8-4-12 from the left end to 20-0-0 to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard .lane lanr A 9f191 WARNING - Veritydeslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5l19l2020 BEFORE USE. Design valid for use only with MTeW 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 propedy incorporate this design into the overall WOW building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R 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//TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply LOT 20/1 WATERSTONET22323847 25✓§7ii81K23Hip Girder �Oty R.di'l — Job Reference (optional) 0 - J My JU LULU IVII I eK mausines, Inc. Jun dan 3 U/:Z5:14 2021 Page 2 ID:J9w?pBQ34m WMQGbmZiytDpyLuUA-QH8gSuylybPkATzfbh3magAz55YnEnsfn9sJYLzz8?3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 2-16=-20, 6-16=-341(F=-321) Concentrated Loads (lb) Vert: 16=-1328(F) WARNING- Verity design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M� IP.k is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ,v, 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 13 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-l"rr 0-2 For 4 x 2 orientation, locate plates 0- 'r+9' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION _ Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Of O 2 U EL O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved i1 i1'-, A ke, MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 A 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 atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. .Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless. indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. DocuSign Envelope ID: E820A5EE-B348-4361-BDEO-F426866C934D 4 i 3 'I FHA AMENDATORY CLAUSE AND REAL ESTATE CERTIFICATION Borrower(s): Kerr! Kimberly Hester Gwendolyn R. Hester Property Address: 8305 Cristelle Ct. Fort Pierce, FL 34951 Lender: Bay Equity LLC License #: MLD1014 NMLS #: 76988 FHA AMENDATORY CLAUSE: Loan Number: 2004043450 Loan Originator: Gino Giandurco License #: L043274 NMLS #: 1471826 It is expressly agreed that notwithstanding any other provisions of this contract, the purchaser shall not be obligated to complete the purchase of the property described herein or to incur any penalty by forfeiture of earnest money deposits or otherwise, unless the purchaser has been given, in accordance with HUD/FHA or VA requirements, a written statement issued by the Federal Housing Commissioner, Department of Veterans Affairs, or a Direct Endorsement Lender setting forth the appraised value of the property of not less than $286,900.00. The purchaser shall havethe privilege and option of proceeding with consummation of the contract without regard to the amount of the appraised valuation. The appraised valuation is arrived at to determine the maximum mortgage the Department of Housing and Urban Development will insure. HUD does not warrant the value or condition of the property. The purchaser should satisfy himself/herself that the price and condition of the property are acceptable. 64t,v( (�('Stw 5/11/2020 KERRI KIMBERLY HESTER DATE C'WLAA.hv' X. r` sfv 5/11/2020 GWENDOLYN R. HESTER nerl= ADAMS HOMES OF NORTHWEST FLORIDA DATE Ellie Mae, Inc. Page 1 of 2 GFH8J 0817 GFH8J (INI) 05/08/2020 10:52 AM PST DocuSign Envelope ID: E820A5EE-B348-4361-BDEO-F426866C934D 4 ", LOAN #: 2004043450 REAL ESTATE CERTIFICATION: The borrower, seller, and the selling real estate agent or broker involved in the sales transaction certify that the terms and conditions of the sales contract are true, to the best of their knowledge and belief, and that any other agreement entered into by any of the parties in connection with the real estate transaction is part of, or attached to, the sales agreement. 6rvi i;.lwt uW Rt sf r 5/11/2020 =RRI KIMRFRI V NFCTPR R; r, f of w 5/11/2020 ADAM,S HOMES OF NORTHWEST FLORIDA DATE REAL ESTATE -BROKER (SELLING AGENT) DATE REAL ESTATE -BROKER (BUYING AGENT) DATE WARNING: Section 1010 of title 18, U.S.C. provides: "Whoeverfor purpose of... influencing such Administration... makes, passes, utters, or publishes any statement, knowing the same to be false.... shall be fined not more than $5,000.00 or imprisoned not more than two years or both" Ellie Mae, Inc. Page 2 of 2 GFH8J 0817 GFH8J (INI) 05/08/2020 10:52 AM PST