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HomeMy WebLinkAboutTruss258 Southhall Lane, Suite 200 fiF; �S1 Maitland, Florida 32751 D P: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES January 13, 2021 Building Department Ref: Adams Homes Lot: 20 Blk. 5 Subdivision: Waterstone Address: 5377 San Benedetto Pl. Model: 1820 D RH KA # 21-0159 Truss Company: Builders First Source Date of drawings: 1/11/21 Job No.: 2597976 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, RECEIVED FEB 19 7021 Permitting Department Gt. Lucie County 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, 1/13/2021 Carl A. Brown, P.E. FL. # 56126 FDS Engineering Associates, A TSG Company "Your Building Code Experts" P•BL0 K. NO 864 • N Q : ATE OF Luis Pahl" 4W91f rw FL. # 87 64 Iv w CAUTION!!! 39-De-Do DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO " 12-10-00 13-00-00 13-10-00 THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE � IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) RAC FRAME RG S To -OD' o c ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. ti ZL Z it c3v 1-IA Z £ REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. CS 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. xposed to wi 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 3/12 VLT + 10'-0° CLG 3/ 2 VLT 4) UPLIFT AND GRAVITY REACTIONS. + + + + + WARNING Baekcharges Will Not Be Accepted —{— CLG —I— --� + Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By oa + + + + + Builders First Source. NO EXECPTIONS. + + + + + + The General Contractor Is Responsible For All Connections Other Than Truss REVIEWED ❑REVISE AND RESUBMIT to Truss, Gable Shear Wall, And A02Connections. o + + + + + g - ❑ REVIEWED WITH NOTATIONS ❑ EOD Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. + + + + + + (NO VIE j ROOF PITCH: 6112 Corrections or comments made on equipment submittals CEILING PITCH: 3112 or shop drawings during this review do not relieve con- TOPCHORDSIZE: 2x4 0'-0°CLG 3/12 VLT o tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general confomtance with the design concept of the BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" project and general compliance with the information given END CUT: Plumb 3/,2 VLT 10'-0°CLG 0 $ o $ in the contract documents. The contractor is responsible for confirming and corelating all quantities and dlmen- sions, selecting fabrication processes and techniques Of'. construction, coordinating his work with that of all oth trades and performing his work in a safe and satisfa CANTILEVER - TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE manner. 1- - ODD SPACE 1-0 -00 FLfRI �1 DESIGN SOLUTIONS, IN . + + + I I �.� By - + + + + - ttal Subw Bo. Project No- Project , g - BUILDER: o o Project Name* " ,o'o°CLG 3/12VLT Adams Homes PROJecr: Single Family 8'•O' CLG MODEL: 1820 3/,2 VLT 10'-0°CLG I ADDRESS: 5377 SAN BENEDETTO PL T LOT /BLOCK: 2016 SU13DMSION: WATERSTONE CITY: FT PIERCE Zt 0 DRAWN BY• KSANCHEZ ODD SPACE JOB 6 : 2597976 so,A DATE: 01l08/2021 SCALE: NTS Exposed to wind 0 "01� 10'-0' CLG PLAN DATE: 2021 REVISIONS: v O '^ BRG. 8'-0" AFFW/ KNEEWALLTO 10'-0" 0 1. 2. 3. 0 O O 12-00-00 7-06-00 D01 VERIFY ALL DIMENSIONS AND CEILING CONDITIONS PRIORTOAPPR AL SOME CEILING FRAMING REQUIRED IN REN BY eNIDER 4- O O 8'-0• CLG MAIN WIND FORCE RESISTING SYBTEMA:-0 HYBRID MD ASCE/•10 ENaosEo IMPORTANT D03 EXPOSURE CATEGORY WIND OCCUPANCY CD 10 MOMPH ar 0 This Drawing Must Be Approved And e WWO IMPORTANCE FACTOR 1.00 Will Youore Fabrication F TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD Begin. FDr NONCONCURRENT WRH AMY OTHER LIVE LOADS Dimensions And Conditions Prior To . l� W W W 13-04-00 6-04-00 ROOF LOADING FLOOR LOADING 'Approval Of Plan. SIGNATURE BELOW INDICATES ALL 20-00-00 NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. 4408 Airport Road 39-08-00 TCDL• - 07 PSF TCDL: 10 PSF BCDL: 10 PSF BCDL• 6 PSF By Date TOTAL: 37 PSF TOTAL: 65 PSF Plant City, FL 33563 Ph. (813) 306.1300 Fax (813) 306-1301 DURATION: 1.26 DURATION: 1.00 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2597976 - LOT 20/5 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2597976 Model: 1820 D Tampa, FL 33610-4115 Lot/Block: 20/5 Subdivision: WATERSTONE Address: 5377 SAN BENEDETTO PL, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria '& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 25 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No 1 T22400505 A01 1/11/21 23 2 T22400506 A02 1111121 24 3 T22400507 A03 1/11/21 25 4 T22400508 A04 1/11/21 5 T22400509 A05 1/11/21 6 T22400510 A06 1/11/21 7 T22400511 A07 1/11/21 8 T22400512 A08 1/11/21 9 T22400513 A09 1/11/21 10 T22400514 A10 1/11/21 11 T22400515 All 1/11/21 12 T22400516 A24 1/11/21 13 T22400517 B01 1/11/21 14 T22400518 B01 A 1/11/21 15 T22400519 B01 B 1111121 16 T22400520 Bll 1/11/21 17 T22400521 C1 V 1/11/21 18 T22400522 C3V 1/11/21 19 T22400523 C5V 1/11/21 20 T22400524 D01 1/11/21 21 T22400525 D03 1/11/21 22 T22400526 E1 1/11/21 Seal# Truss Name Date T22400527 EN 1/11/21 T22400528 H1 1/11/21 T22400529 H7V 1/11/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. t0111P-'.! "fig under my direct supervision based on the parameters�OQVIN provided by Builders FirstSource (Plant City, FL). i N•' Truss Design Engineer's Name: Velez, Joaquin V 68.1.82 My license renewal date for the state of Florida is February 28, 2023.I' F i IMPORTANT NOTE: The seal on these truss component designs is a certification ; that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters loads, ,♦f �lS " O ��� shown (e.g., supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or ; TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the Joaquin Vetez kl 6 68t8�; applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly MtlejC`USA'ln� FI CEt16ti3d incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 6904 Farke E ...... t} Tampafl January 11,2021 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply LOT 20/5 WATERSTONE T22400505 2597976 A01 SPECIAL 8 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:21 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-zJwgOjChMizgdTLITdBzaQzQ1 HU137FP97xEztzwz9K r1-4-01 6-3-0 111 1-12 19-10-0 27-8-4 33-5-0 39-8-0 41-0-q 1-4-0 6-3-0 5-8-12 7-10-4 7-10.4 5-8-12 6-3-0 1�-0 4xl0 MT20HS � 3.00 12 6.00 12 17-6-8 46 = 5x6 = 4x10 MT20HS Scale=1:73.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.63 10-11 >759 240 MT20 244/190 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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 = 10.0psf. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at v joint 8. January 11,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mi rekO 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV7Pl1 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 Ply LOT 20/5 WATERSTONET22400506 rty 2597976 A02 SPECIAL 1 Job Reference (optional) tsuncers mrstscurce (rlam taty, t-L), mant crty, I-L - 33bbf, 8.430 s NOV 30 2020 Mfrek Industries, Inc. Sat Jan 9 21:23:22 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz57ad-RW UCc2DJ705XFdwx1 Ki C7d Wc2hgloalYOnhn W Kzwz9J �4-0, 6-3-0 11-11-12 19-0-0 20-8-0 27-8 4 33-5-0 39-8-0 41-0-Q 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 5x8 3.00 F12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20201TPI2014 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 No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) 5x6 = 6.00 12 5x6 = 3x4 = 5x8 Scale =1:73.7 CSI. DEFL. in (Icc) I/defl Ltd 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 file Matrix-MSH Weight: 218 lb FT = 20 BRACING - TOP CHORD Structural wood 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 -1 2=-1 549/3091, 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, 7-1 1=-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; 8=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 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�AII 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. 24 Bearing at joint(s) 2, 9 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 797 lb uplift at joint 2 and 797 lb uplift at joint 9. January 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 mv.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 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 ANS11TPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 20/5 WATERSTONE T22400507 2597976 A03 SPECIAL 2 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:23 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-vi2apO ExuJDOsnV7a2DRgr3mZ4AMX1 hidRQK2mzwz9l r1-4-01 6-3-0 11-11-12 17-0-0 22-8-0 27-8-5 33-5-0 39-8-0 41-0-Q 1 4-05-8-12 5-0-4 5-8-12 6-3-0 Scale=1:75.2 6.00 12 5x6 = 5x8 = 4x10 MT20HS 1::: 3.00 12 4x10 MT20HS = 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/TPI2014 LUMBER- TOP CHORD 2x4 SP No.2 `Except' 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except' 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) CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TC 0.91 Vert(LL) -0.6211-12 >769 240 MT20 2441190 BC 0.86 Vert(CT) -1.1211-12 >423 180 MT20HS 187/143 WB 0.71 Horz(CT) 0.60 9 n/a n/a Matrix-MSH Weight: 202 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 1 Row at midpt 4-14, 6-14, 7-12 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, Interior(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 1 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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 atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 20/5 WATERSTONE T22400508 2597976 A04 SPECIAL 2 1 Job Reference o tional tsunaers mrsi50urce (Plant lily, t-L), runt Lary, hL - 335b f, 8.43U s Nov 3U 202U Mi I ek Industries, Inc. Sat Jan 9 21:23:24 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-NucyOkEZfdLFUx4K81lgC2bzXUVGGXjrs5AuaCzwz9H rt-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 41-0-q 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 2x4 3 1.5x8 STP = 23 0 1 2 , 4x12 :::m 3.00 FlT 3x8 MT20HS \\ Scale = 1:73.4 6.00 12 5x6 = 5x6 = � 3x4 = 5 25 6 26 7 5x6 i 24 27 5x6 4 8 0 2x4 9 28 1.5x8 STP = 16 15 14 29 30 13 12 10 8x14 MT20HS = 3x8 = 3x8 = 11 Iv 4x6 = 8x14 MT20HS - . o 4x12 Zz 3x8 MT20HS // 8-8-0 15-0, 24-M 31-0-0 39-M 8-8-0 ' 6-4-0 9-8-0 6-4-0 8-8-0 Plate Offsets (X,Y)-- [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], f1A-n_7_n n_3_Ri LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.67 13-15 >715 240 MT20 2441190 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/TP12014 Matrix-MSH Weight: 204 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 5-3-0 oc bracing: 13-15. WEBS 1 Row at midpt 4-15, 8-13 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=-1922/1023, 5-15=-527/1184, 7-13=-527/1190, 8-13=-1814/1023, 8-12=-610/1514, 6-15=-339/205, 6-13=-339/205 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 11-0-6, Extedor(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Extedor(2R),20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactidns 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. 0 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 atjoint(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. January 11,2021 ® 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 Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability!of design parameters and property incorporate this design Into the overall p /� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• Is always required for stability and to prevent collapse with possible personal (injury and property damage. For general guidance regarding the Iyl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SalWy Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 2015 WATERSTONE T22400509 2597976 A05 SPECIAL 1 1 Job Reference (optional) builders rlrstsource (Plan[ t;ity, F-L), Plant sty, FL - 33bb f, 8.430 s Nov 30 202U MITek Industries, Inc. Sat Jan 9 21:23:25 2021 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-r5AKE4FBQxT665fW iSGvIG85Jurf?vm?4lvR6ezwz9G r1-4-0, 6-8-0 13-0-0 19-10-0 26-8-0 33-0-0 39-8-0 41-0-Q 1 4-0 6-8-0 6-4-0 6-10-0 6-10-0 6 4-0 6-8-0 1 4-0 Scale=1:73.4 5x8 6.00 12 I 3x4 = 5x8 = 4 23 24 5 25 266 5x6 i 22 27 5x6 -1 r? 0 3 7 e 1.5xB STP = 21 28 14 1.5x8 STP = M 2 13 12 11 10 g 1 6x12 MT20HS = 3x4 = 4x6 = 3x4 = 6x12 MT20HS = 8 9 Ib a 0 5x8 � 3.00 12 i 5x8 8-8-0 1 15-7-5 1 24-0-11 31-0-0 39-8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CS1. TC 0.95 BC 0.94 WB 0.80 Matrix=MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl L/d 0.62 10-11 >762 240 -0.96 11-13 >498 180 0.59 8 n/a n/a PLATES MT20 MT20HS Weight: 190 lb GRIP 244/190 187/143 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 farces 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=-149/535, 5-13=-399/275, 5-11=-399/275, 6-11=-149/535, 6-1 0=-1 038/1815, 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 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 22-8-6, Exterior(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 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. 5j 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. Qp Bearing atjoint(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 11,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Milrek® 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 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 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/TP11 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 Scale=1:72.0 2x4 I 5x6 = 5x6 = 24 25 5 6 26 27 7 Job Truss Truss Type Qty Ply LOT 2015 WATERSTONE T22400510 2597976 A06 SPECIAL 1 1 Job Reference o tional ""„``•, "�"""" �� .. '."` �,q, , �h �,_„� �n.Y, ,-� - ++��,, 0.4ou 5 rvuv ou zuzu MI I eK muUSLnes, IOC, oat Jan `J z1:zJ:Z1 ZUZ1 rage 1 ID:193QG WBBpX3jR187zeOm7kz57ad-nTI5fmHSyYjgLOovptlNghDR7ib8Tt4HY30YBXzwz9E r1 4-0, 5-11-1 11-0-0 17-0-0 22-8-0 28-8-0 33-8-15 39-8-0 p1-0-q '1-4-0' 5 -11-1 ' 5-0-15 6.0-0 6-0-0 5-0-15 5-11-1 1-4-0 5x6 = 4 6.00 12 29 1.5xB STP = 5x8 % 3.00 12 5x8 zz 31-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.93 BC 0.68 WB 0.56 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d 0.73 12-14 >656 240 -1.03 14-15 >464 180 0.58 9 n/a n/a PLATES MT20 MT20HS Weight: 209 lb GRIP 2441190 187/143 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, Extedor(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) 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 thebottom 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. �) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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 11,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 MTek is always required for stability and to prevent collapse with possible personal(injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and 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 2015 WATERSTONE T22400511 2597976 A07 SPECIAL 1 1 Job Reference (optional) Cunaers mrsi5ource (riam l.ny, t-L), riant uny, r-L - 3300 /, e.48U s Nov 8U zuzu mi I eK moustries, Inc. Sat Jan a zl:zd:zo zuzl rage i ID:I93QG WBBpX3jR187zeOm7kz5?ad-FgrTs6H4issgzYN5NbpcMumeE5zDCJrRmj85jzzwz9D rl-4-0, 4-6-5 9-0-0 15-10-8 23-9-8 30-8-0 35-1-11 39-8-0 111-0-Q 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�-0 Scale = 1:72.0 5x6 = 3x4 = 5x8 = 5x6 = 6.00 12 4 27 2829 5 6 3031 32 7 3x4 i 3x4 1.5x8 STP = 3 26 833 N 25 34 1.5x8 STP = 0 2 17 16 15 14 13 12 910 1 yt 18 5x6 = 3x4 = 3x6 = 3x4 = 5x6 = 11 Io 2x4 II 3x4 = 2x4 II 3x6 3.00 FIT 3x6 Zz 4-6-5 8-8-0 12-8-0 12-8-14 19-10-0 26-0-0 31-0-0 35-1-11 39-8-0 4-6-5 4-1-11 4-0-0 0-0-14 7-1-2 6-2-0 5-0-0 4-1-11 4-6-5 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [4:0-3-0,0-2-0], [6:0-4-0 0=3-0] [7:0-3-0 0-2-0] [9:0-0-10,Ed e] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >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/TPI2014 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 purlins. 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 Qt=length) 16=0-4-0, 1!3=0-4-0. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 100 lb 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 atjoint(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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte.rior(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(2R) 6-8-6 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, 686 lb uplift at joint 16 and 715 lb uplift atjoint 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 oftheitruss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: ;ontinued on page 2 .lannanr 11 9f191 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabilityof design parameters and properly Incorporate this design into the oveall _ building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brracing 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 ANSIVTP11 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 Qty Ply LOT 20/5 WATERSTONE T22400511 2597976 A07 SPECIAL 1 1 Job Reference (optional) builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:28 2021 Page 2 ID:193QG W BBpX3jR187zeOm7kz5?ad-FgrTs6H4issgzYN5NbpcMumeE5zDCJrRmj85jzzwz9D 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 Harz: 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. Internal) 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 Harz: 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 Harz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-27=16, 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 Harz: 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 Harz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10=-12 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 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 Harz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17=19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 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 Harz: 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 Harz: 1-2=-22, 2-4=-14, 7-9=-17, 9-10=-9 1 17) Dead + 0.75 Roof Live (bat.) + 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 Harz: 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, 24=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 Harz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall M� pp building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �yy 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/TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 20/5 WATERSTONE T22400512 2597976 A08 SPECIAL 1 1 Job Reference o tional ounutns rnswuurce Imam Idly, rL1, Mani Idly, rL - OOJo/, a.4sU s IVUV 3U ZULU MI I eK Inaustrles, Inc. oat Jan tl Z-I:ZO2e ZU41 rage l I D:193QG WBBpX3jR187zeOm7kz5?ad-ksPr4SIiT9_XaiyHxlKrv6JpGVDDxhRa?NtfFQzwz9C 12-3-1 16-0-8 19-10-0 22-5-14 26-3-5 32-8-0 39-8-0 p1-0-q 1-4-0 7-0-0 5-3-1 3-9-8 3-9-8 2-7-14 3-9-8 6-4-11 7-0-0 1-4-0 5x6 = 3x8 = 3x4 = 2x4 II 5x6 = 5x12 = 5x6 6.00 12 = 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 3x8 = 3x6 ; 3.00 F12 Scale = 1:72.0 V 1.5x8 STP = w r 10 11 Io 3x6 12-3-1 12rE7-0 19 26-2-0 26f-5 32-6-8 39-8-0 7-1-8 5-0 7-1%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 0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 14-16 >696 240 MT20 244/190 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 Horz 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, 9-10=-1598/729 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. 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. &) ' This truss has been designed for a live load of 20.Opsf on thelbottom 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. 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 11.2021 :ontinued on page 2 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 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 truss systems, see ANS117Pl1 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 2015 WATERSTONE T22400512 2597976 A08 SPECIAL 1 1 Job Reference (optional) tSullders Flrstsource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:29 2021 Page 2 ID:193QGWBBpX3jR187zeOm7kz5?ad-ksPr4S IiT9_XaiyHxl Krv6JpGVDDxhRa? NtfFQzwz9C NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 III down and 197 lb up at 13-0-12, 111 lb down and 197 Ib 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 Ib up at 20-7-4, 111 lb down and 197 lb up at 22-7-4, 111 Ib 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 Ib up at 30-7-4, and 175 Ib down and 356 lb up at 32-8-0 on top chord, and 353 Ib down and 128 lb up at 7-1-8, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 Ib 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 Ib 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 (plf) Vert: 1-3=-54, 3-9=-54, 9-1 1=-54,17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(B)7=-111(B)9=-175(B)17=-330(B)15=-46(B)12=-330(B)24=-111(B)25=-111(B)26=-111(B)28=-111(B)29=-111(B)30=-11l(B)31=-11l(B) 32=-111(B)33=-111(B)34=-111(B)35=-111(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. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) 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 (Ib) 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(8)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) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-25=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. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=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(B) 35=197(13) 36=-13(B) 37=-13(B) 38=-13(13) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(13) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(13) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-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(13) 36=-13(B) 37=-13(13) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(13) 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=136(B)31=136(13)32=136(B)33=136(B)34=136(B)35=136(B)36=-23(B)37=-23(8)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: Lumberllncrease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 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=165(B)31=165(B)32=165(B)33=165(B)34=165(B)35=165(13)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. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 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=197SB) 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(13) 44=-13(13) 45=-13(121) 46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) 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 Continued on page 3 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MTek®wnnectors. 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 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/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety on, available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 20/5 WATERSTONE T22400512 2597976 A08 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:29 2021 Page 3 ID:193QG WBBpX3jR187zeOm7kz57ad-ksPr4SliT9_XaiyHxlKrv6JpGVDDxhRa7NtfFQzwz9C 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=1 97(B) 29=197(B) 30=197(B) 31=197(B) 32=1 97(B) 33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)3B=-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) 13) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) I Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11=-22, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=232(B) 17=76(B) 15=-13(B) 12=76(B) 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(B) 40=-13(B) 41=-13(B) 42=-13(B) 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. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-22, 2-3=-14. 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=262(B)17=76(B)15=-13(B)12=76(B)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(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=13(B) 45=-13(B) 46=-13(B) 15) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-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 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(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(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)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 (plf) Vert: 1-2=-37, 2-3=-45,3-9=-45, 9-1 0=-45, 10-1 1=-37,17-18=-20,16-17=-20,13-16=24(F=44), 12-13=-20,12-21`-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 1 Concentrated Loads (lb) I 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(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) ® 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 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 ANSI/TPII 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 20/5 WATERSTONE T22400513 2597976 A09 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:30 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz57ad-C2zDHnJKET6OCsXTVOr4SJry2vYggAykE1dCoszwz9B 1-400 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 6-4-0 6-10-0 -2-0 2.10-0 2-10-0 6-4-0 6-8-0 1-4-0 5x8 = 6.00 12 5x6 i 3x6 = 6x12 MT20HS 5x8 3.00 12 5x8 ZZ 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 FBC2020fTPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP Nc.1 BOT CHORD 2x4 SP M 31 *Except* 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) Scale = 1:75.5 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TIC 0.95 Vert(LL) 0.6312-13 >757 240 MT20 2441190 BC 0.94 Vert(CT) -0.96 13-15 >497 180 MT20HS 187/143 WB 0.81 Horz(CT) 0.60 10 n/a n/a Matrix-MSH Weight: 199 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. Except: 1 Row at midpt 6-8 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-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=-1i718/3209, 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. 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 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Exterior(21R) 21-0-7 to 23-10-0, Extericr(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 atjoint(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 Ito 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 purlin along the top and/or bottom chord. January 11,2021 ® 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 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 MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIi Quality Criteria, DSB-89 and SCSI Building Component 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 20/5 WATERSTONE T22400514 2597976 A10 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:31 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-gEXcU7Ky?nEFg06g2jNK_XO63JyEPhOtThMIKlzwz9A 1-4- 5-11-1 11-0-0 16-10-1 19-0-0 22-9-15 2 -10 H18-0 33-8-15 39-8-0 1-0- 1 4-0 5-11-1 5-0-15 5-10-1 2-1-15 3-9-15 -0- 4-10-0 5-0-15 5-11-1 5x6 = 6x12 MT20HS 31 5x8 S� 3.00 12 I 5x8 zz LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,10-13: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 *Except* 16-18,14-16: 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, 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) Scale=1:75.5 4 12 1 N CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 1.00 Vert(LL) 0.6815-17 >704 240 MT20 244/190 BC 0.67 Vert(CT) -0.95 17 >499 180 MT20HS 187/143 WB 0.56 Horz(CT) 0.55 12 n/a n/a Matrix-MSH Weight: 228 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Except: 1 Row at midpt 6-7, 7-10 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. JOINTS 1 Brace at Jt(s): 7 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, 17-18=-1907/3299, 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 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, Extedor(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Exterior(21R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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, 12 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 12. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Co 0 A January 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. ' Design valid for use only with 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 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and 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 20/5 WATERSTONE T22400515 2597976 All SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:32 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-8R5_iTLam4M6R9hscQuzXkwHMjFR83T1 hL6Jskzwz99 r1 4.0, 6-3-017-0-0 20-1-8 23-10-0 31-6-0 39-8-0 41-0-9 1 4-0 6-3-0 2-9-0 8-0-0 3-1-8 3-8-8 7-8-0 8-2-0 1-4-0 3x6 % 3.00 12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber COL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` 6-13: 2x4 SP No.3, 9-12: 2x4 SP No.1 WEBS 2x4 SP No.3 5x6 = 14 13 -- '- 4x6 = 6x8 = 3x6 = Scale = 1:73.7 3x6 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.97 Vert(LL) -0.2611-13 >887 240 MT20 244/190 BC 0.86 Vert(CT) -0.40 11-13 >582 180 WB 0.87 Horz(CT) -0.02 13 n/a n/a Matrix-MSH Weight: 198 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-2-0 or, bracing. Except: 3-4-0 oc bracing: 13-15 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-495(LC 10), 13=-614(LC 10), 9=-482(LC 10) Max Grav 2=911(LC 15), 13=1807(LC 15). 9=1002(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2386/1504, 3-4=-2061/1313, 4-5=-1309/930, 5-6=-245/302, 6-7=-205/413, 7-8=-1244/782, 8-9=-1366/742 BOT CHORD 2-17=-1231/2415, 16-17=-854/1893, 15-16=473/773, 13-15=-1016/719, 11-13=01251, 9-11=454/1151 WEBS 3-17=-327/308, 4-17=-352/913, 4-16=-530/308, 5-16=-141/814, 5-15=-1061/824, 7-13=-688/240, 7-11=-466/1148, 8-11=-537/503 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, 1nterior(1) 2-7-10 to 5-0-6, Exterior(21R) 5-0-6 to 12-11-10, 1nterior(1) 12-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, 1nterior(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 roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with) BCDL = 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 2, 614 lb uplift at joint 13 and 482 lb uplift at joint 9. January 11,2021 ®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 ` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I'rek 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 Qly Ply LOT 20/5 WATERSTONE T22400516 2597976 A24 SPECIAL 1 1 Job Reference (optional) Isu9oers I-irstsource (riant t;lty, I-L), mant city, I-L - 33bb1', 6.4sU s NOV sU zuzU mi I eK maustnes, Inc. bat ,Ian a z I:za:n4 zuzl rage i ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-4pDk79MrlicghTrFkrw1 c90h U WwVcl YJ9fbQxdzwz97 r1-4-0 7-0-0 9-2-2 12-8-0 15-0-0 17-1-13 20-1-8 23-10-0 30-11-8 35-4-2 39-8-0 Al-0-q 1 4-0 7-0-0 2-2-2 3-5-14 2 4-0 2-1-13 2-11-11 3-8-8 7-1-8 4-4-9 4-3-14 Scale = 1:73.7 5x6 = 9 3xB \\ 8x12 —_ 18 17 3x4 = 3x6 = 3x6 = 3x6 = 5x6 3.00 FIT 6x12 MT20HS = 7-1-8 , 9-10-0 .11-8-0 , 15-94 20-1-8 20-2-0 26-7-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.27 23 >891 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.34 23 >725 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.64 Horz(CT) -0.03 17 n/a rile BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 227 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. Except: 5-22: 2x8 SP 240OF 2.OE, 19-21: 2x6 SP M 26, 8-17: 2x4 SP M 31 6-0-0 oc bracing: 17-19 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-17 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-4-0, 12=0-8-0 Max Horz 2=351(LC 7) Max Uplift 2=-709(LC 8), 17=-905(LC 8), 12=-431(LC 8) Max Grav 2=1171(LC 1), 17=2119(LC 2), 12=965(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3391/1822, 3-4=-3057/1795, 4-5=-3044/1865, 5-6=-3427/2073, 6-7=-1394/1009, 7-8=-290/543, 8-9=-238/458, 9-10=-716/373, 10-11 =-1 419/542, 11-12=-1526/559 BOT CHORD 2-24=-1494/3064, 23-24=-1469/3036, 22-23=-912/1676, 5-21=-243/260, 20-21 =-1 087/1935, 19-20=-228/455, 17-19=-1116/722, 8-19=-270/228, 14-16=-233/946, 12-14=-372/1319 WEBS 3-24=-433/1145, 3-23=-346/31, 4-23=-219/286, 21-23=-668/1422, 6-21=-802/1678, 6-20=-1539/980, 7-20=-847/1623, 7-19=-1119/684, 9-17=-991/257, 10-16=-681/424, 10-14=-69/464, 9-16=-267/819 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) All plates are MT20 plates unless otherwise indicated. Ct) 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 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 709 lb uplift at joint 2, 905 lb uplift at joint 17 and 431 lb uplift at joint 12. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 156 lb up at 7-0-0, and 111 lb down and 197 lb up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353 lb down and 124 lb up at 7-1-8, and 92 lb down at 9-0-12, and 92 lb down at 11-0-12 on bottom chord. The design/selection of such connection onti0krede0a)pa0Qresponsibility of others January 11.2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS111 Pl1 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 2015 WATERSTONE T22400516 2597976 A24 SPECIAL 1 1 Job Reference o tional uuuucia nimouuwe Inane —Y. "I, rmnl Illy, rL - JJDer, O.43V 5 IMOV 3U GUN MI I UK IDVUSRIes, Inc. oat Jan a LI:L3:34 zuz I rage z ID:3xt7Yd6RbYnX016Sf6ghjjz4cnz-4pDk79MrlicghTrFkrwl c90hU WwVcl YJ9fbQxdzwz97 NOTES- 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, 3-6=-54, 6-9=-54, 9-13=-54, 24-25=-20� 22-24=-20, 19-21=-20, 17-18=-20, 17-28=-20 Concentrated Loads (lb) Vert:3=-159(F) 24=-312(F) 23=-46(F) 4=-111(F) 31=-111(F) 33=-46(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability' of design parameters and properly Incorporate this design into the overall p p building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI1rPl1 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 20/5 WATERSTONE T22400517 2597976 B01 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:34 2021 Page 1 ID:193QGWBBpX3jRl87zeOm7kz5?ad-4pDk79MrlicghTrFkrw1 c90gFWv7cz1J9fbQxdzwz97 1-1-4-0 8-6-0 11-10-0 i 19-6-0 _ 27-8-0 29-0-0 1-4-0 8-6-0 3-4-0 7-8-0 ' 8-2-0 ' 1-4-0 ' 46 = 1.5x8 STP = 3x6 11 7x10 = Scale = 1:56.9 1-10-0 8- 0 17-5-12 27-8-0 7-10-0 04-0 9-5-12 10-2-4 Plate Offsets (X,Y)— [2:0-2-1010-1-81, [5:0-4-0,0-3-01, [10:0-640-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.34 10-13 >280 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.43 8-16 >543 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) -0.01 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4=8-11 oc purlins. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 9=0-8-0, 6=0-8-0 Max Horz 2=317(LC 9) Max Uplift 2=-403(LC 10), 9=-615(LC 10), 6=-460(LC 10) Max Grav 2=350(LC 19), 9=1097(LC 1), 6=823(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-82/311, 4-5=-950/743, 5-6=-1089/718 BOT CHORD 2-10=-268/183, 9-1 0=-1 020/923, 3-10=-414/452, 6-8=-432/901 WEBS 4-10=-716/311, 4-8=-466/843, 5-8=-533/527, 8-10=-14/275 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, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing'plate capable of withstanding 403 lb uplift at joint 2, 615 lb uplift at joint 9 and 460 lb uplift at joint 6. January 11,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTeW 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 Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,.see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Hig6Iay, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 2015 WATERSTONE T22400518 2597976 B01A SPECIAL 2 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:35 2021 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-YOn6KVNT3?khJdPRHZRG9NYrrwHZLPmTNIKzT3zwz96 1-1-4-0, 8-6-0 11-1%o 19-6-0 27-8-0 129-0-0, 1-4-0 8-6-0 3-0-0 7-8-0 8-2-0 1-4-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020rTP12014 LUMBER - TOP CHORD 2x4 SP Nc.2 BOT CHORD 2x4 SP No.2 *Except* 8-10,6-8: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 46 = 1.5x8 STP = 6x12 MT20HS = Scale = 1:58.7 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TC 0.82 Vert(LL) -0.28 8-9 >855 240 MT20 244/190 BC 0.77 Vert(CT) -0.40 8-9 >587 180 MT20HS 187/143 WB 0.90 Horz(CT) -0.05 9 n/a n/a Matrix-MSH Weight: 136 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-5-3 oc bracing: 6-8. 6-0-0 oc bracing: 9-11 WEBS 1 Row at midpt 4-9 REACTIONS. (size) 9=0-8-0, 6=0-8-0, 2=0-4-0 Max Horz 2=314(LC 9) Max Uplift 9=-414(LC 10), 6=-497(LC 10), 2=-565(LC 10) Max Grav 9=1045(LC 15), 6=1050(LC 16), 2=497(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-391/360, 3-4=-313/510, 4-5=-1356/857, 5-6=-1474/812 BOT CHORD 9-11=-401/552, 3-11=-365/380, 8-9=-10/369, 6=8=-515/1247 WEBS 4-9=-557/163, 4-8=-481/1148, 5-8=-537/524 NOTES- 1) Unbalanced roof live loads have been considered forthis 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 7-10-6, Extedor(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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, withIBCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing Plate capable of withstanding 414 lb uplift at joint 9, 497 lb uplift at joint 6 and 565 lb uplift at joint 2. January 11,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with Mn7ek9connectors. 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'C� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criter/a, 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 20/5 WATERSTONE T22400519 2597976 B01B SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:36 2021 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-OCKVYrO5gJsYwn_drGyVha5?4Kaa4rvccy4W? Wzwz95 -1-4-0 , 8-6-0 11-t0A 19-6.0 27-8-0 29-0-0 1-0-0 8.6.0 i 3-0-0 7-8-0 8-2.0 1-4-0 4x6 = Scale=1:56.4 10 - 3x6 = 6x8 = 5x8 _ 27-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.25 8-9 >933 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.98 Vert(CT) -0.51 11-14 >198 120 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.01 6 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 4-10-0 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 3-9: 2x6 SP No.2 2-2-0 oc bracing: 9-11 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-9 REACTIONS. (size) 9=0-4-0, 6=0-8-0 Max Horz 9=314(LC 9) Max Uplift 9=-834(LC 10), 6=-334(LC 10) Max Grav 9=1811(LC 15), 6=824(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-641/949, 3-4=-182/546, 4-5=-854/408, 5-6=-972/364 BOT CHORD 2-11=-802/768, 9-11=-831/582, 3-11=-633/575, 8-9=-200/414, 6-8=-1151801 WEBS 4-9=-1093/688, 4-8=-518/1150, 5-8=-546/528 ' NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Extedor(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Extedor(2E) 25-0-6 to 29-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at joint 9 and 334 lb uplift at joint 6. January 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p 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 ANSIITPH Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply LOT 2015 WATERSTONE �Truss T22400520 2597976 11 GABLE 1 1 Job Reference o tional builders Flrs[Source (Plant (;Ry, f-L), Plant Uity, FL - 33567, 8.43o s Nov 30 20ZU Mi I ek Industries, Inc. Sat Jan 9 21:23:38 ZU21 Page 1 ID:193QG WBBpX3jRI87zeOm7kz5?ad-zbSFyXPLMw6GA580zh?zm?AL87HOYgsv4GZd4Ozwz93 -1-4-0 , 8.6.0 10-4-0 11-10-0,13.4-0 , 19-6-0 27-8-0 29-0-0 1-4-0 8.6.0 1-10-0 1-6-0 1.6.0 6-2-0 8-2.0 1-4-0 6.00 12 � 3x4 i 2x4 11 7 2x4 11 6 7x10 = 5 3 4 ri 2 01 46 472x4 11482x4 11 26 3x12 MT20HS — 5x8 = 3x4 = 3x8 i 5x8 8 9 10 2x4 II 2 11 28 2x4 II x4 I 12 5x6 13 M 3-0-0 27 33 2 I 48 II 01=11=10 25 24 23 22 21 20 19 18 1.5x8 STP — _ 2x4 11 2x4 11 2x4 11 2x4 11 5x8 = US = 2x4 11 2x4 11 3x6 14 45 _ cn 15 1611 4 5x8 I N 3x4 = Scale=1:65.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.24 18-19 >988 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.43 17-44 >552 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.09 15 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix-MSH Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-24: 2x6 SP No.2 5-10-4 oc bracing: 2-26 WEBS 2x4 SP No.3 7-10-1 oc bracing: 15-17. OTHERS 2x4 SP No.3 6-0-0 oc bracing: 24-26 WEBS 1 Row at micipt 8-24 JOINTS 1 Brace at Jt(s): 27, 30, 33, 35, 36 REACTIONS. (size) 2=0-3-8, 24=0-8-0, 15=0-8-0 Max Horz 2=315(LC 9) Max Uplift 2=-639(LC 10), 24=-390(LC 10), 15=-,584(LC 10) Max Grav 2=599(LC 1), 24=790(LC 1), 15=986(LC 16) i i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-95111052, 3-5=-575/436, 5-6=-564/448, 617=-533/456, 7-8=-321/566, 10-1 1=-12111961, 11-12=-1182/900, 12-13=-1218/857, 13-15=-1336/856 BOT CHORD 2-26=-742/907, 24-26=-281/487, 26-29=-193/282, 7-29=-167/258, 23-24=-108/462, 22-23=-108/462, 21-22=-108/461, 20-21=-108/461, 19-20=-108/462, 18-19=-108/462, 17-18=-108/462, 15-17=-516/1134 WEBS 17-34=-454/398, 13-34=-458/327, 22-35=-235/500, 8-35=-217/488, 20-36=-341/164, NR►1ll-11.6i 1 17-33=6476/9109?3-318=-606/695, 32-33=499/917, 30 31=8608/699129-30=5608/699 r�i�QQ��N 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) -2-0-0 to 1-10-10, Interior(1) 1-10-10 to 7-10-6, Extedor(2R) 7-10-6 to 15-10-0, Interior(1) 15-10-0 to 25-8-6, Extedor(2E) 25-8-6 to 29-8-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. J) 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 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing 'plate capable of withstanding 639 lb uplift at joint 2, 390 Ib uplift at joint 24 and 584 lb uplift at joint 15. 1..... ...... 4 4 nnn4 yonunueu on page Z ® 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 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 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 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 ANSI7TPH Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highwiay, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 20/5 WATERSTONE T22400520 2597976 B11 GABLE 1 1 Job Reference o tional tsuuaers rirstsource (Fiant uty, rL), riant uty, I-I--s3bb7, 8.43U S NOV 3U zu2U Mi IeK industries, Inc. sat Jan 9 z1:zs:a6 zu21 rage 2 ID:193QG WBBpX3jRl87zeOm7kz5?ad-zbSFyXPLMw6GA580zh?zm?AL87HOYgsv4GZd4Ozwzg3 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 lb down and 17 lb up at 1-0-0, 10 lb down and 15 Ib up at 3-0-0, and 10 lb down and 15 lb up at 5-0-0, and 10 lb down and 15 lb 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: 1-9=-54, 9-16=-54, 26-37=-20, 24-25=-20, 24-40=-20 Concentrated Loads (lb) Vert: 39=-1O(F) 47=-9(F) 48=-9(F) 49=-9(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE. USE. Design valid for use only with MiiTek0 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 applicabllltt'yy of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss Lb and/or chord members only. Additional temporary and permanent bracing MITek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 2015 WATERSTONE T22400521 2597976 C1 V SPECIAL 6 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:38 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-zbSFyXPLMw6GA580zh?zm?AVM7ViY_Wv4GZd40zwz93 -14-0 0-11-4 �1.4-0 0-11-4 Scale = 1:7.6 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 0.23 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 FBC2020ITP12014 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 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(LCi 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load'shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 181 lb uplift at joint 2 and 14 lb uplift at joint 4. January 11,2021 ®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 MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss Y eb and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 2015 WATERSTONE T22400522 2597976 C3V SPECIAL 6 1 Job Reference o tional tsuuaers mrstaource (runt city, ra), mane city, I-L - ed001. 1-4-0 1 25.4dU s NDV JU LULU MI I eK Inausines, Inc. Oat Jan U L I:LJ:J`J LUL I rage -I ID:193QG WBBpX3jR187zeOm7kz5?ad-RnOdAsQz7EE7nEjCW PW CJDjg6XgIHRm2lwlAcrzwz92 2-11-4 2-11.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 4-7 >999 240 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/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD 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. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 12 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=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 1 2) Building Designer/ Project engineer responsible for verifying �pplied 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 11,2021 A WARNING - Verity 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 eb 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 syst�ms, see ANSI?PH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highw y, Suite 203 Waldorf, MD 20601 Tampa, Fl. 36610 Job Truss Truss Type Qly Ply LOT 2015 WATERSTONE T22400523 2597976 C5V SPECIAL 6 1 Job Reference o tional t5wloers mrsiJOUrce trlani Lity, t-L),, mant uty, FL - 3J00/, 15.43U s INOV JU ZUZD MI I eK mousmes, Inc. Sa, an y ZI:ZS:SB Zu, I rage 't ID:193QG W BBpX3jRl87zeOm7kz5?ad-RnOdAsQz7EE7nEjCW P W CJDjbwXljH Rm2lwlAcrzwz92 -1-4-0 4-11-4 1-4-0 4-11-4 0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.06 4-7 >925 240 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 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=-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 Scale = 1:17.6 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 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 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 112 Ib uplift at joint 3 and 161 lb uplift at joint 2. January 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 141II-7473 rev. 6/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only, upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��'rek' 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 ANS11TPIt 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 2015 WATERSTONE T22400524 2597976 D01 Common 2 1 Job Reference o tional CUlloers hlfstSOUrce (Plant GI[y, 1-L), Plant filly, hL - 33bb1. 8.4:iU s NOV JU ZUZU mi I eK InaustneS, Inc. Sat Jan `J Z1:ZJ:4U ZUZI rage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-vza?NCRbuYMzP010461 RSQGn6xzOOrXCXa2k8HZWZ91 -1-4-0 5-8-0 10-0-0 14-4-0 20-0-0 1-4-0 5-8-0 4-4-0 4-4-0 5-8-0 Scale = 1:36.5 46 = 4 I� 0 3x6 = 5x8 = 3x6 = 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets (X,Y)--[2:0-6-0,0-0-2],[6:0-2-12,0-1-8] [8:0-4-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.47 Vert(LL) -0.16 8-11 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.92 Vert(CT) -0.35 8-11 >695 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 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 4-10-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Harz 2=-232(LC 8) Max Uplift 2=-450(LC 10), 6=-450(LC 10) Max Grav 2=812(LC 1), 6=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1212/968, 3-4=-928/756, 4-5=-928/756, 5-6=-1212/968 BOT CHORD 2-8=-672/1121, 6-8=-671/1057 WEBS 4-8=-372/587, 5-8=-409/438, 3-8=-408/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=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 6-0-7, Exterior(2R) 6-0-7 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Exterior(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2 and 450 lb uplift at joint 6. January 11,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND It CLUDED MITEK REFERENCE PAGE MII.7473 rev. 5I19/2020 BEFORE_ USE. Design valid for use only with MITek@ connectors. This design is based ont upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicabili of design parameters and. properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual trussifeb and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible person I injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANShTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highw�y, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply =RSTONET222597976 D03 Hip Girder1 tional ouuuers rrstauurue triant Very, rL), rlant Idly, rL - OODD1, 8.46U s Nov 3U zuzu mi I eK maustnes, Inc. sat Jan y zl:zS:4l zuzl rage i ID:3xt?Yd6 RbYnX016Sf6ghjjz4cnz-NA8ObYSEfrUq l YtbepYgOeo?eLRQIJ7Lm EnHhjzwz90 4-4-12 8-0-0 12-0-0 15-7-5 20-0-0 21-4-0 4-4-12 ' 3-7-4 4-0-0 4-4-11 1-4-0 Scale=1:37.8 IIu 5x8 = U6 = 4 5 3x4 = 2x4 II ' 5x6 = 3x8 = 2x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.05 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.08 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 104 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-192(LC 6) Max Uplift 2=-450(LC 8), 7=-450(LC 8) Max Grav 2=812(LC 1), 7=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or lelss except when shown. TOP CHORD 2-3=-1326/605, 3-4=-1031/530, 4-5=-881/511, 5-6=-1024/526, 6-7=-1325/604 BOT CHORD 2-12=-415/1200, 11-12=-415/1200, 10-11=-242l882, 9-10=-414/1147, 7-9=-414/1147 WEBS 3-11=-375/203, 4-11=-72/272, 5-10=-69/272, 6-10=-380/204 Structural wood sheathing directly applied or 4-11-10 cc purlins. Rigid ceiling directly applied or 9-2-5 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.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 Job Truss Truss Type Qty Ply LOT 2015 WATERSTONE T22400526 2597976 E1 SPECIAL 14 1 I Job Reference. o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:42 2021 Page 1 I D:3xt?Yd6RbYnX016Sf6q hjjz4cnz-rMimo uSs P9cheiSn CX3vxrLALIsXUo W_uXrD9zwz9? 1-0-0 1-0-0 0.1310.5' TOENAILS Scale = 1:7.8 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 0.23 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.05 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 FBC2020/TP12014 Matrix -MP Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 4=Mechanical Max Horz 2=88(LC 10) Max Uplift 2=-190(LC 10), 4=-11(LC 1) Max Grav 2=158(LC 15), 4=47(LC 6) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II;. Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. I 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 190 lb uplift at joint 2 and 11 lb uplift at joint 4. January 11,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND I ICLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with Mrrek® connectors, This design Is based onli, upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabili of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss i eb and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible person injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss syst me, see ANS11TPl1 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 20/5 WATERSTONE T22400527 2597976 E7V SPECIAL 17 1 Job Reference (optional) uen�cia ru a,.�uuiw 1riaui _ny, ry, non. uy, ��- u000i, a.vou s INUV 3V zVLV IVO I eK Inausrnes, mc. Jar Jan `J z12o:4z zuzl rage i ID:193QG W B BpX3j Rl87ze0 m7kz5?ad-rMim ou SsP9chei Sn CX3vxrL_NIOCUoW_uXrD9zwz9? -1-4-0 7-0-0 7-0-0 0 3x6 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 1.00 Vert(LL) 0.23 4-7 >354 240 MT20 244/190 TCDL 7.0 LumberDOL 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 n/a BCDL 10.0 Code FBC2020/TP12014 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(L'C 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Job Truss Truss Type Qly Ply LOT 2015 WATERSTONE T22400528 2597976 H1 SPECIAL 3 1 Job Reference (optional) owwers mrstouurce triam any, rL), riant'lily, rr.-a000r, •-2-8-13 , 0 8.4JU s NOV 3U ZUZU MI I eR InWstnes, Inc. oat Jan a Zl:Z6:43 ZUZI rage i ID:3xt?Yd6RbYnXO16Sf6ghj z4cnz-JYF80ETUATIYGs1 zlEa8T3uKO8ChDEleDYGOlczwz9_ 0 1-4-4 0 1-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr NO i WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER- ' BRACING - Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 4=Mechanical, 3=Mechanical Max Horz 2=80(LC 8) 1 Max Uplift 2=-292(LC 8), 4=-26(LC 13), 3=-8(LC,15) Max Grav 2=223(LC 1), 4=35(LC 8), 3=19(LC 8) 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; 11=151t; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. I 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. Job Truss Truss Type OtyjlyJLOT20/5WATERSTONE T22400529 2597976 H7V SPECIAL 3 b Reference o tional tsuncers Firstjource (riant uty, rL), Plant t;ity, FL - 33bs7, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sat Jan 9 21:23:43 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-JYF80ETUATIYGsl zlEa8T3uFL83bD9QeDYGOlczwz9_ 1-10-10 5-4-1 9-10-1 1-10-10 5-4-1 4-6-0 3x4 5-4-1 Scale = 1:22.1 Plate Offsets (X,Y)-- [2:0-1-3 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 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 LdmberDOL 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 FBC2020frP12014 Matrix-MSH Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=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(Ld 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or lessexceptexcept 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements specific Job Truss Truss Type Qty Ply LOT 2015 WATERSTONE T22400529 2597976 H7V SPECIAL 3 1 Job Reference o tional ouuuers mrstauurce triant idly, rLI, riant Uly, rL- aa001, 8.46U s r4ov QU zuzu MI t eK Inoustries, Inc. oat Jan S z123:43 zuzl rage z ID:193QGWBBpX3jR187zeOm7kz57adJYF80ETUATlYGsl zlEa8T3uFL83bD9QeDYGOlczwz9_ LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=49(F=24,B=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 - 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 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 ANSIITP11 Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highwa , Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3/4' 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. o-1/1fi r SIX For 4 x 2 orientation, locate plates 0- 'rid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or _ by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 cif S U d O H Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 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 [CC -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 othenNise 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 iA D MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 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 ANSIITPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.