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HomeMy WebLinkAboutTrussr 258 Southhall Lane, Suite 200 Maitland, Florida 32751 DP: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES January 13, 2021 Building Department Ref: Lot: Subdivision: Address: Model: KA # Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Adams Homes 19 Blk. 5 Waterstone 5373 San Benedetto Pl. 1512 A LH 21-0161 Builders First Source 1/11/21 2598003 160 C Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication process (kktnIllIIII�a��?r techniques; and coordinating work with all other trades. o�a� �c� PABLO �,'.►,d Note: Truss ID's may vary. No ��•��' .� 64 G P If you have any questions, please do not hesitate to call. Vic:, sr - m - Sincerely, °• TE OF 2 1/13/2021 �9��, °spell +@ r, • Carl A. Brown, P.E. FL. # 56126 FDS Engineering Associates, A TSG Company "Your Building Code Experts" Luis Pa f to Torres, P.E. FL. # 8 864 b CJ1\ CJ3\ CJ5\ A1( AM AW AT AN A0( AO' AO' AO' AO' A0; AO' AO: AD AON A& A& AON Al, A1, AV Al' Ai: r>> Ls > ;> n L>O L>*) > J U U U W W W W W W U U f3 J� REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPUMTION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of construction, coordinating his work with that of all oth trades and performing his work in a safe and satisfa manner. FL RI A DESIGN SOLUTIONS, Date 11S 21 By Submittal Bo. Project No. Proj Project Name• VERIFY ALL UMENSIONS AMID CMUNG CONpTIONS PRIOR TO APPROVAL SOME CEILING FRAMING REOURED IN FELD BY BULDER MAIN WIND FORCE RESISTING SYSIEMIC.c HYBRXG WIND ASCET.10 ENCLOSED EXPOSURE CATEDORYC OCCUPANCY CATEGORYO WINDLOAD IM MPH WIND IMPORTANCE FACTOR 1.00 TRUSSES RAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LNE LOAD NONCONCURIENT WITH ANY OTHER LIVE LOAM ROOF LOADING FLOOR LOADING TCLL' 20 PSF TCLL' 40 PSF TCDL: 07 PSF TCDL• 10 PSF BCDL: 10 PSF BCDL 6 PSF TOTAL: 37 PSF TOTAL 65 PSF DURATION: 1.25 DURATION: 1.00 IMPORTANT This Drawing Must Be Approved And Returned Before Fabrication Will Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. By Date CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 0112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE BUILDER: Adams Homes PROJECT: Single Family MODEL: 1512 A ADDRESS: 1 6373 SAN BENEDETTO PL LOT / BLOCK: 1915 SUBDIVISION: WATERSTONE CITY: FT PIERCE DRAWN BY: KSANCHEZ JOB 0 : 2698003 DATE: 1 01/08/2021 1 SCALE: I NTS PLAN DATE -21 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant City, FL 33563 Ph.(813) 306-1300 Fax(813) 305-1301 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2598003 - LOT 19/5 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. ampa, FL 33610-4115 Customer Info: Adams Homes Port St Lucie Project Name: 2598003 Model: 1512 Lot/Block: 19/5 Subdivision: WATERSTONE Address: 5373 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 M 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 22 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 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T22401102 A01 1/11/21 2 T22401103 A02 1/11/21 3 T22401104 A03 1/11/21 4 T22401105 A04 1/11/21 5 T22401106 A05 1/11/21 6 T22401107 A06 1111 /21 7 T22401108 A07 1/11/21 8 T22401109 A08 1/11/21 9 T22401 110 A09 1/11/21 10 T22401111 A10 1/11/21 11 T22401112 Al2 1/11/21 12 T22401113 A13 1/11/21 13 T22401114 A14 1/11/21 14 T22401115 CA V 1/11/21 15 T22401116 CJ3V 1/11/21 16 T22401117 CJ5V 1/11/21 17 T22401118 EJ7V 1/11/21 18 T22401119 EJ7VP 1/11/21 19 T22401120 HRV 1/11/21 20 T22401121 Z01 1/11/21 21 T22401122 Z02 1/11/21 22 T22401123 Z03 1/11/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date. for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. January 11,2021 Velez,' Joaquin 1 of 1 Job Truss Truss Type Qly Ply LOT 1915 WATERSTONE T22401102 2598003 A01 SPECIAL TRUSS 4 1 Job Reference o tional ouuuers rnswuurce man[ uny, rLl, riant Uly, ri-- 0a00 r, 0.43U 5 NOV 3U 2UZU MI I eK Industries, Inc. Sun Jan 10 11:39:24 2021 Page 1 I D:vq WgkLM89b_5SJg 1 yNvyjHzHH5m-t4pfJzLt1 LoRXXREp17wOmzPOb97yhb3iWeDlzwmcn r1.4-0 8-8-0 1&11-6 19-0-0 25-0-10 29-4-0 30-10-8, 38-0-0 39-4-0 '1-4-0 7-1-8 1-6-8 4-3-6 6.0-10 6-0-10 4-3-6 1 1 4-0 5x6 = 6.00 12 Scale=1:68.0 N I I 5x8 ZZ 5x8 3.00 r12 19-0-0 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 1.00 BC 0.94 WB 0.90 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.74 11-13 >620 240 -1.12 11-13 >408 180 0.59 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 185 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 `Except` BOT CHORD Rigid ceiling directly applied. 12-13: 2x4 SP No.2 WEBS 1 Row at midpt 6-11, 4-11 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=-362(LC 10) Max Uplift 2=-906(LC 12), 8=-906(LC 12) Max Grav 2=1478(LC 1), 8=1478(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4641/2622, 3-4=-4402/2545, 4-5=-2108/1364, 5-6=-2108/1357, 6-7=-4399/2550, 7-8=-4638/2627 BOT CHORD 2-13=-2201/4189, 11-13=-1271/2667, 10-11 =-1 304/2666, 8-10=-2244/4182 WEBS 5-11=-828/1510, 6-11=-1058/823, 6-10=-921/1795, 4-11=-1101/817, 4-13=-908/1832, 3-13=-252/351, 7-10=-262/351 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 19-0-0, Exterior(2R) 19-0-0 to 22-0-0, Interior(1) 22-0-0 to 39-4-0 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 20.0psf 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. 6) 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. ?7 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 906 Ib uplift at joint 2 and 906 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the 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 onlywith 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 ANS11TP11 Qualify Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty PIy LOT 1915 WATERSTONE T22401103 2598003 A02 SPECIAL TRUSS 1 1 Job Reference o tional Builders Prstaource (Plan City, FL), Plant city, FL - 335ti/, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun -Jan 10 11:39:26 2021 Page 1 ID:vgWgkLM89b_5SJg 1 yNvyjHzHH5m-pSxPkfN7gy29mradxA90TGsK?gHoTt5uX??IlBzwmcl r1-4-0, 7-1-8 8-8-0 12-11-6 19-0-0 25-0-10 29-4-0 30-10-8, 38-0-0 39-4-0 1-4-0 4-3-6 6-0-10 6.0-10 4-3-6 1-6-8. 7-1-8 1-4-0 5x6 = 6.00 12 GX4 II CX4 II ZX4 II 5x8 1:: 3.00 12 2x4 II 38.0-0 Scale = 1:68.6 5x8 ZZ LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.66 11-13 >693 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.84 11-13 >542 180 BCLL 0.0 * Rep Stress Incr YES WB 0.84 Horz(CT) 0.51 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 242 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied. Except: 12-13,10-12: 2x8 SP 240OF 2.OE, 14-18: 2x4 SP No.2 10-0-0 oc bracing: 11-13 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-11, 4-11 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-362(LC 10) Max Uplift 2=-906(LC 12), 8=-906(LC 12) Max Grav 2=1478(LC 1), 8=1478(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4614/2613, 3-4=-4374/2536, 4-5=-2163/1384, 5-6=-2163/1375, 6-7=-4368/2541, 7-8=-4609/2619 BOT CHORD 2-13=-2195/4160, 11-13=-1295/2711, 10-11 =-1 328/2710, 8-10=-2237/4155 WEBS 5-11=-844/1559, 6-11 =-1 034/817, 6-10=-878/1696, 4-11 =-1 080/813, 4-13=-868/1740, 3-13=-257/351, 7-10=-266/352 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 19-0-0, Exterior(2R) 19-0-0 to 22-0-0, Interior(1) 22-0-0 to 39-4-0 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) 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. S) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 906 lb uplift atjoint 2 and 906 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I January 11,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 5119/2020 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS117PI1 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 19l5 WATERSTONE �SPECIALTRUSS T22401104 2598003 A03 2 1 Job Reference o tional ouurce tridnt Uly, t-Ll, Plant cny, t-L - ssoe7, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:27 2021 Page 1 ID:vgWgkLM89b_5SJg1yNvyjHzHH5m-HfUox?NlbGA00?9pUthd?TOVuDd2CKQ11fllgdzwmck r1-4-0, 7-1-8 8-8-0 12-11-6 19-0-0 25.0-10 29-4-0 30-10-8 38-0-0 39-4-0, 1-4-0 1-6-8 4-3-6 6-0-10 6-0-10 4-3-6 1-6-8 7-1-8 1-4-0 5x6 = 6.00 12 cxw II 1x9 II Zx'F II Lx4 II 5x8 3.00 F12 2x4 II Sx8 8-8.0 29-4-0 Scale = 1:71.3 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.64 11 >712 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.81 11-12 >562 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.51 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 245 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied. Except: 11-12,10-11: 2x8 SP 240OF 2.OE, 13-21: 2x4 SP No.2 10-0-0 oc bracing: 11-12 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-11, 4-11 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=362(LC 11) Max Uplift 2=-906(LC 12), 8=-906(LC 12) Max Grav 2=1478(LC 1), 8=1478(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4610/2611, 3-4=-4369/2533, 4-5=-2151/1378, 5-6=-2151/1370, 6-7=-4369/2542, 7-8=-4610/2619 BOT CHORD 2-12=-2193/4156, 11-12=-1290/2704, 10-11 =-1 325/2704, 8-10=-2237/4156 WEBS 5-11=-839/1548, 6-11 =-1 039/819, 6-10=-884/1707, 4-11 =-1 083/814, 4-12=-871/1746, 3-12=-257/351, 7-10=-266/351 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 19-0-0, Extedor(2R) 19-0-0 to 22-0-0, Interior(1) 22-0-0 to 39-4-0 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) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 906 lb uplift at joint 2 and 906 lb uplift at joint 8. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum ft sheetrock be applied directly to the 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 parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria,. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain, Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type City Ply LOT 19/5 WATERSTONE [A04 T22401105 2598003 SPECIAL TRUSS 5 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:28 2021 Page 1 ID:vq WgkLM89b_5SJgl yNvyjHzHH5m-lr2A9LONMalt?9kO2bCsYgxixdz4xoHA_J UrM4zwmcj r1-4-0, 6-8-5 12-11-12 19-0-0 25-0-10 29-4-0 30-10-9, 38-0-0 39-4-0 1 -4.0' 6-3-7 6-0-4 6-0-10 4-3-6 1-6-9 7-1-7 1-4-0 r� 0 5x6 = 6.00 12 Scale = 1:67.8 3x6 = 7x10 = 2x4 II 5x8 Zzz 3.00 12 jT IN 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.56 10-11 >807 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.15 10-11 >396 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 205 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,6-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 6-11, 5-13, 11-14 10-11: 2x4 SP M 31, 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-362(LC 10) Max Uplift 2=-903(LC 12), 8=-903(LC 12) Max Grav 2=1483(LC 1), 8=1483(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2648/1596, 3-4=-2400/1485, 4-5=-2062/1362, 5-6=-2100/1374, 6-7=-4434/2528, 7-8=-4671/2606 BOT CHORD 2-14=-1242/2331, 10-11 =-1 302/2664, 8-10=-2225/4217 WEBS 3-14=-381/413, 4-11=-441/441, 6-11=-1074/809, 6-10=-894/1844, 5-11=-838/1483, 11 -1 4=-986/2094, 7-10=-255/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 19-0-0, Exterior(2R) 19-0-0 to 22-0-0, Interior(1) 22-0-0 to 39-4-0 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 903 lb uplift atjoint 2 and 903 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum ., sheetrock be applied directly to the bottom chord. January 11,2021 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE Design valid for use only with 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 MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply LOT 19/5 WATERSTONE T22401106 2598003 A05 HIP TRUSS 1 1 Job Reference (optional) nar��ui ce lri R �'Ly, rL/, riant u¢y, rL - 0300 r, 6.43U s NOV 3U ZUZU MI I ex Industries, Inc. Sun Jan 10 11:39:29 2021 Page 1 ID:vgWgkLM89b_5SJglyNvyjHzHH5m-D1cYMhPO7lQkdJJCclj55uUr 1J8gGPKDzEPuWzwmci 1-4-0 7-3-2 8.8.0 17-M 21-0-0 29-4-0 0.8-1 38-0-0 9V 1-4-0-14 8-4-0 4-0-0 8--4 -4-14 7-3-2 1-4-0 Scale = 1:69.8 5x8 = 5x6 = 6.00 12 s _ 5x8 ZZ 5x8 3.00 F1T 21-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.95 BC 0.89 WB 0.74 Matrix -AS DEFL. in (loc) I/deft Ud Vert(LL) 0.59 13-15 >767 240 Vert(CT)-0.7613-15 >599 180 Horz(CT) 0.49 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 226 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except* BOT CHORD Rigid ceiling directly applied. 14-15,11-14: 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 4-13, 7-12 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=-327(LC 10) Max Uplift 2=-906(LC 12), 9=-906(LC 12) Max Grav 2=1478(LC 1), 9=1478(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4581/2632, 3-4=-4424/2623, 4-5=-2447/1520, 5-6=-2098/1478, 6-7=-2420/1504, 7-8=-4420/2654, 8-9=-4577/2663 BOT CHORD 2-15=-2214/4125, 13-15=-2039/3868, 12-13=-881/2113, 11-12=-2098/3863, 9-11=-2277/4122 WEBS 4-15=-423/1055, 4-13=-1890/1239, 5-13=-345/775, 6-12=-338/729, 7-12=-1864/1267, 7-11=-443/1040 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 17-0-0, Exterior(2E) 17-0-0 to 21-0-0, Extedor(2R) 21-0-0 to 25-2-15, Interior(1) 25-2-15 to 39-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using 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 906 lb uplift at joint 2 and 906 lb uplift at joint 9. 0) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,2021 WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. SI10I2020 BEFORE USE. ��• Design valid for use only with MTekO connectors. This design !abased only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing , MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rp/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 2698003 WATERSTONE A06 I HIP TRUSS T22401107 d irst5ource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:30 2021 Page 1 I D:vgWgkLM89b_5SJg l yNvyjHzHH5m-hEAwaOQeuBYbFSuOAOEKd5000RgIPlyTRdzyRyzwmch 14-0 8-8-0 15-M 23-M 294-0 38-0-0 9-4-0 14-0 8-8-0 6-4-0 8-0-0 64-0 8-6-0 14.0 5x6 = 6.00 12 21 22 5x8 = 5x8 5x8 3.00 r12 Scale = 1:70.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.58 11-12 >786 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.90 10-11 >507 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.56 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 183 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3,6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Row at midpt 3-11, 5-11, 6-10 11-12,9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-291(LC 10) Max Uplift 2=-906(LC 12), 7=-906(LC 12) Max Grav 2=1650(LC 17), 7=1655(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5230/2605, 3-4=-2957/1659, 4-5=-2631/1580, 5-6=-2948/1665, 6-7=-5035/2638 BOT CHORD 2-12=-2173/4946, 11-12=-2055/4649, 10-11 =-1 068/2635, 9-10=-2118/4273, 7-9=-2238/4549 WEBS 3-12=-435/1398, 3-11=-2055/1124, 4-11=-333/961, 5-10=-340/1025, 6-1 0=-1 954/1140, 6-9=-450/1303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=6.OpsF h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 15-0-0, Exterior(2R) 15-0-0 to 19-2-15, Interior(1) 19-2-15 to 23-0-0, Extedor(2R) 23-M to 27-2-15, Interior(1) 27-2-15 to 39-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Bearing at joint(s) 2, 7 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 906 lb uplift at joint 2 and 906 lb uplift at - joint 7. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,2021 ® WARNING -Verilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 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 1915 WATERSTONE T22401108 2598003 A07 HIP TRUSS 1 1 Job Reference o tional t' —y, _/, ., —y' o.tiou s rvuv ou cucu mi i eK inuustries, Inc. oun dan -iu 1 i:3`J:az zuz 1 rage 1 ID:vgWgkLM89b_5SJg 1 yNvyjHzHH5m-eclg_i RuQoolUm2nH RGoi W6MXEKetehmvxS3Vrzwmcf 1-4-0 7-3-2 8-B-0 13-0.0 19-0-0 25-0-0 29.4-0 0-8-1 38-0-0 9-4- 1 4-0 7-3-2 4-14 4 4-0 6-0-0 6-0-0 4 4-0 -4-14 7-3-2 1-0-0 1.5x8 STP = 24 m 2 aj 1 6.00 12 5x6 i 2x4 �\ 4 3 17 10x12 = 5x8 3.00 F12 13-0-0 Scale = 1:70.3 5x8 = 2x4 II 5x8 = 5 25 6 26 7 5x6 8 2x4 /i c� 9 a v 1.5x8 STP = 27 16 14 13 12 g 15 4x6 = 5x8 = 4x6 = 10x12 = 10 Y �+ to 6x8 = 11 5x8 38-0-0 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 FBC2020frP12014 CSI. TC 0.93 BC 0.90 WB 0.58 Matrix -AS DEFL. in Vert(LL) 0.63 Vert(CT) -0.79 Horz(CT) 0.48 (loc) Udefl Ud 14 >725 240 14 >581 180 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 223 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied. 15-17,12-15: 2x8 SP 240OF 2.0E 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=256(LC 11) Max Uplift 2=-906(LC 12), 10=-906(LC 12) Max Grav 2=1478(LC 1), 10=1478(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4591/2660, 3-4=-4398/2599, 4-5=-3095/1890, 5-6=-3036/1939, 6-7=-3036/1939, 7-8=-3095/1900, 8-9=-4398/2633, 9-10=-4591/2694 BOT CHORD 2-17=2236/4136, 16-17=-1958/3847, 14-16=-1303/2755, 13-14=-1322/2755, 12-13=-2023/3847,10-12=-2303/4136 WEBS 4-17=-534/1045, 4-16=-12951798, 5-16=-439/893, 5-14=-215/506, 6-14=-3561365, 7-14=-215/506, 7-13=-448/893, 8-13=-1273/812, 8-12=-545/1019, 9-12=-1581251, 3-17=-146/251 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 13-0-0, Extedor(2R) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 25-0-0, Extedor(2R) 25-0-0 to 29-1-6, Interior(1) 29-1-6 to 39-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 906 lb uplift at joint 2 and 906 lb uplift at - joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 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 MiTeM cennectors. 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 andlor chord members only. Additional temporary and permanent bracing s MITek• ialways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety formation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 19/5 WATERSTONE T22401109 2598003 A08 HIP TRUSS 1 1 Job Reference (optional) k".- . Ly, 11eU1 ­Ly, 11 - aaUUr, 0.4aU 5 NUV aU ZULU MI r ex Inousines, Inc. Jun Jan iu 11:J`J:33 ZUZI rage 1 ID:vgWgkLM89b-5SJgl yNvyjHzHH5m-6ps3C2SWB6w96wdzr8ol FkeW Cegpc6ew8bCcl Hzwmce 1-4-0 7-3-3 8-8-0 11-0-0 19-0.0 27-0.0 29-4-0 0-8-1 38-0-0 9-4- 1-4-0 7-3-3 -4-13 2-4-0 8-0-0 8-0-0 2-4-0 -4-13 7-3-3 Scale=1:68.9 5x8 = 2x4 II 5x8 = 3x4 i 5 26 6 27 7 3x4 6.00 12 2x4 \\ 4 8 2x4 3 9 28 c? 0 c5 1.5xB STP = 25 1.5x8 STP = 24 29 17 16 2 15 14 13 12 g 12 1 10x12 = 6x8 = 0 6x8 = 5x8 = 6 x8 = 10x12 = M cV 10 11 jq 0 5x8 ZZ 5x8 % 3.00 12 8-8.0 11-0-0 19-0-0 27-0-0 29 4-0 38-0-0 8-8-0 2-4-0 8-0-0 8-0-0 2-4-0 8-8-0 Plate Offsets (X,Y)— [2:0-2-7,Edge], [5:0-5-8,0-2-4] [7:0-5-8,0-2-4] [10:0-2-7,Edge], (13:0-3-8 0-3-12], [16:0-3-8 0-3-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.75 14 >605 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.94 14 >487 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.51 10 n/a n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix -AS Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except* BOT CHORD Rigid ceiling directly applied. 15-17,12-15: 2x8 SP 240OF 2.0E 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=220(LC 11) Max Uplift 2=-906(LC 12), 10=-906(LC 12) Max Grav 2=1478(LC 1), 10=1478(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4595/2675, 3-4=-4387/2590, 4-5=-3658/2187, 5-6=-3921/2403, 6-7=-3921/2403, 7-8=-3658/2205,8-9=-4387/2623,9-10=-4595/2707 BOTCHORD 2-17=-2251/4141, 16-17=-1937/3872, 14-16=-1640/3319, 13-14=-165813319, 12-13=-2001/3872, 10-12=-2316/4141 WEBS 4-17=517/889, 4-16=-846/491, 5-16=-511/1065, 5-14=-392/821, 6-14=-474/488, 7-14=-392/821, 7-13=-523/1065, 8-13=-818/501, 8-12=-527/853, 3-17=-193/319, 9-12=-204/316 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Exterior(2R) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 27-0-0, Exterior(2R) 27-0-0 to 31-2-15, Interior(1) 31-2-15 to 39-4-0 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 forverifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with.any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 906 lb uplift at joint 2 and 906 lb uplift at • joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use onlywilh MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrPll 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 19/5 WATERSTONE T22401110 2598003 A09 HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:34 2021 Page 1 I D:vq WgkLM89b-5SJg 1 yNvyjHzHH5m-a?PRPOT8xQ2Oj4C9PrJGoxBkH2OrLX43MFxAajzwmcd r1-4-0, 7-3-2 9-0-0 ,_ 15-7-0 22-5-0 29-0-0 30-8-14 38-0-0 39-4-0 14-0' 7-3-2 6-7-0 6-10-0 6-7-0 1-8-14 7-02 1A-0 Scale = 1:68.9 5x6 = 3x4 = 5x6 = 5x6 = 6.00 r12 2x4 4 23 24 5 6 25 26 7 2x4 // 3 8 r� 22 27 1.Sx8 STP = 1.5xB STP = w 21 14 28 o 2 yj1 6x12 MT20HS = 13 12 11 9 10 IQ 0 4x10 MT20HS = 3x4 = 6x12 MT20HS = Iq 0 5x8 5x8 3.00 F12 8-8-0 19-0-0 29-4-0 38-0-0 8-8-0 10-4-0 10-4-0 8-8-0 Plate Offsets (X,Y)— [2:0-2-7,Edge] [4:0-3-0 0-2-0] [6:0-3-0,0-3-0], [7:0-3-0 0-2-0] [9:0-2-7 Edge] 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) 1.03 12 >441 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.41 12-14 >324 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.70 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 171 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 5-14, 6-11 11-13: 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=184(LC 11) Max Uplift 2=-906(LC 12), 9=-906(LC 12) Max Grav 2=1478(LC 1), 9=1478(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4610/2662, 3-4=-4427/2587, 4-5=-3748/2224, 5-6=-5232/2998, 6-7=-3746/2246, 7-8=-4424/2619, 8-9=-4607/2693 BOT CHORD 2-14=-2239/4156, 12-14=-2749/5069, 11-12=-2742/5082, 9-11=-2303/4154 WEBS 4-14=-950/1708, 5-14=-1525/923, 5-12=0/388, 6-12=0/379, 6-11=-1540/927, 7-11=-961/1705, 3-14=-130/287, 8-11 =-1 39/284 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=6.Opsf, h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Extedor(2R) M-0 to 13-2-15, Intedor(1) 13-2-15 to 29-0-0, Extedor(2R) 29-0-0 to 33-2-15, Interior(1) 33-2-15 to 39-4-0 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 chard live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 906 lb uplift at joint 2 and 906 lb uplift at a joint 9. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and Is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply LOT 19/5 WATERSTONE T22401111 2598003 A10 HIP GIRDER 1 2 Job Reference o tionai —.1. 1...Y. o.,tsu s niov 3u zuzu mi I eK mousmeS, Inc. Jun Jan I 11:39:44 ZU21 Page 1 ID:vgWgkLM89b_5SJg1yNvyjHzHH5m-HwODWpbQbUJbwcy4yUcC2cXv4VPh8GXgpMiw8zwmcT -14-0 4-1-4 7-0-, 11-9-10 16-7-3 21-4-13 26.2-6 31-0-0 33-10-12 3&0-0 9-4-0 1-4-0 4-1-4 2-10-12 4-9-10 4.9-10 4-9-10 4-9-10 4-9-10 2-10-12 4-104 1-0.0 1.5x8 STP = �1 3x6 5x6 = 3x4 = 5x6 = 3x4 = 3x4 = 5x6 = 3 25 26 4 27 28 5 29 30 631 32 33 7 34 35 8 6.00 12 18 36 17 16 37 15 38 39 14 40 41 13 12 42 5x12 = 3x4 3x6 = 3x4 = 3x4 = = 19-0-0 Scale=1:68.9 rn 1.5x8 STP = w 43 11 9 10 Iq IR 5x12 = o 3.00112 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.20 14-16 >434 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.15 14-16 >559 180 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) -0.05 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 335 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=14-0-0, 14=14-0-0, 13=0-3-8, 17=0-3-8. (lb) - Max Horz 9=149(LC 24) Max Uplift All uplift 100 lb or less at joint(s) except 9=-681(LC 8), 2=-492(LC 8), 16=1936(LC 8), 14=-1903(LC 8), 13=-627(LC 8), 17=-254(LC 1) Max Grav All reactions 250 lb or less at joint(s) except 9=947(LC 1). 2=615(LC 17), 16=1757(LC 17). 14=2087(LC 1), 13=741(LC 1), 17=532(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-2570/1560, 3-4=-1051/785, 4-5=-580/683, 5-6=-954/1717, 6-7=-1215/874, 7-8=-2298/1492, 2-3=-1254/814 BOT CHORD 9-1 1=-1240/2310,17-18=-683/529, 16-17=-683/529, 14-16=-1151/728, 13-14=-499/345, 12-13=-499/345, 11-12=-593/1279, 2-18=-561/1097 WEBS 8-11 =-1 43/643, 7-11=-670/1175, 7-12=-999/867, 6-12=-993/1826, 5-16=-254/531, 4-16=-1057/787, 4-18=-1093/1828, 6-14=-1570/1070, 5-14=-740/561 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 9, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 9, capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 681 lb uplift at joint 9, 492 lb uplift at joint 2, 1936lb uplift at joint 16, 1903 lb uplift at joint 14, 627 lb uplift at joint 13 and 254lb uplift at joint 17. 44 ­ ontinued on page 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119f2020 BEFORE USE. ' Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply LOT 19/5 WATERSTONE TA1U0SS T22401111 2598003 HIP GIRDER 1 2 Job Reference o tional owiuers rubiouurue triani City, FL), riant City, rL - aabb/, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:45 2021 Page 2 NOTES- ID:vgWgkLM89b_5SJg 1 yNvyjHzHH5m-16abj9b2MoRSYmXHYf?rkG8ifUreQbWhuT6FTazwmcS 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 221 lb down and 372 lb up at 7-0-0, 182 lb down and 216 lb up at 9-0-12, 105 lb down and 73 lb up at 11-0-12, 100 lb down and 73 lb up at 13-0-12, 100 lb down and 73 lb up at 15-0-12, 100 lb down and 73 lb up at 17-0-12, 100 lb down and 73 lb up at 19-0-12, 100 lb down and 73 lb up at 21-0-12, 100 lb down and 73 lb up at 23-0-12, 163 lb down and 216 lb up at 24-11-4, 168 lb down and 216 lb up at 26-11-4, and 182 Ib down and 216 lb up at 28-11-4, and 221 lb down and 372 lb up at 31-0-0 on top chord, and 338 Ib down and 162 lb up at 7-3-0, 81 lb down at 9-0-12, 174 lb down and 304 lb up at 11-0-12, 174 lb down and 304 lb up at 13-0-12, 174 lb down and 304 lb up at 15-0-12, 174 lb down and 304 lb up at 17-0-12, 174 lb down and 304 lb up at 19-0-12, 174 lb down and 304 lb up at 21-0-12, 174 lb down and 304 lb up at 23-0-12, 81 lb down at 24-11-4, 81 lb down at 26-11-4, and 81 lb down at 28-11-4, and 338 lb down and 162 lb up at 30-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 8-10=-54, 3-8=-54, 1-3=-54, 11-19=-20, 11-18=-20, 18-22=-20 Concentrated Loads (Ip) Vert: 8=-143(F) 3=-143(F) 11=-338(F) 18=-338(F) 14=-174(F) 13=-58(F) 17=-174(F) 25=-118(F) 26=-7(F) 27=-7(F) 28=-7(F) 29=-7(F) 30=-7(F) 31=-7(F) 32=-7(F) 33=-118(F) 34=-118(F) 35=-118(F) 36=-58(F) 37=-174(F) 38=-174(F) 39=-174(F) 40=-174(F) 41=-174(F) 42=-58(F) 43=-58(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® wnnectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 i Tampa, FL 36610 Job Truss Truss Type Qty PlyTLOT9/5WATERSTONE T22401112 2598003 Al2 Special Truss 2 ference (optional) rustauurue trlant City, FL), Plant ury, FL - Jsobr, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:46 2021 Page 1 ID:vq WgkLM89b—SSJg 1 yNvyjHzHHSm-DJBzxVcg76ZJ9w6T6N W4HThpNu6L9ufg77ro? 1 zwmcR 1-4.0 6-8-5 12-11-12 19-0-0 26-0-8 30-6-7 38-0-0 9-4-0 1-4-0 6-8-5 6-3-7 6-0-4 7-0-8 4-5-15 7-5-9 1-4-0 Scale=1:67.3 5x6 = 6.00 12 12 II lU 7x10 = 2x4 II 2x4 II 5x6 = 3x6 3x6 = = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.40 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.64 16-17 >708 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.24 8 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix -AS Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except" BOT CHORD Rigid ceiling directly applied. Except: 2-17: 2x4 SP No.1, 6-11: 2x4 SP No.3 10-0-0 oc bracing: 11-13 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14, 5-16, 14-17 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=362(LC 11) Max Uplift 2=-899(LC 12), 8=-894(LC 12) Max Grav 2=1490(LC 1), 8=1498(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2665/1587, 3-4=-2417/1475, 4-5=-2085/1352, 5-6=-2136/1348, 6-7=-3596/2011, 7-8=-2684/1520 BOT CHORD 2-17=-1234/2345, 13-14=-1498/3218, 6-13=-462/1151, 8-1 0=-1 180/2332 WEBS 3-17=-380/415, 4-14=-436/434, 6-14=-1583/969, 10-13=-1285/2613, 7-13=-276/859, 7-10=-1055/638, 5-14=-778/1459, 14-17=-974/2109 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 19-0-0, Exterior(2R) 19-0-0 to 22-0-0, Interior(1) 22-0-0 to 39-4-0 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 899 lb uplift at joint 2 and 894 lb uplift at joint 8. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,2021 - ----------------- WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ��' Design valid for use only with 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 MITeI(' 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 s Truss Type Qty Ply LOT 19/5 WATERSTONE TAlu3s �SpecialTruss T22401113 2598003 3 1 Jab Reference o tional t FirsiSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:47 2021 Page 1 ID:vgWgkLM89b_5SJgl yNvyjHzHH5m-hViLBrd IuPhAn4hff42JphE2NHRkuS WzMnbMXTzwmcQ 1-4-0 6-8-5 12-11-12 19-0-0 1 -7 8 25-0-8 3%. 7 38-0-0 9�-0 6-3-7 6-0� 0-7- 5-5-0 5-5-15 7-5-9 Scale = 1:67.3 3x6 = 6.00 12 2x4 11 5 6 3x6 = 5x8 = 46 = 6x8 = 2x4 II 3x6 = 10-0-0 19-5-12 19 -8 25-0-8 25 -4 30-6-7 38-0.0 10-0-0 9-5-12 0- -12 " 0 0-1-12 5-4-3 7-5-9 Plate Offsets (X,Y)— [4:0-3-0,0-3-0], [5:0-3-0,Edge], [8:0-3-0,0-3-0] [16:0-4-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.29 15-16 >820 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.44 15-16 >526 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Weight: 202 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied. 2-16: 2x4 SP No.1, 6-15,7-12: 2x4 SP No.3 WEBS 1 Row at midpt 4-15 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 12=0-3-8, 15=0-3-8. (lb) - Max Horz 2=362(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=-656(LC 12), 12=-446(LC 12), 9=-505(LC 12), 15=-205(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=862(LC 17), 12=934(LC 18), 9=643(LC 18), 15=1192(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1247/980, 3-4=-1033/866, 4-5=-288/554, 5-6=-263/532, 6-7=-284/576, 7-8=-197/467, 8-9=-698/611 BOT CHORD 2-16=-706/1278, 15-16=-324/676, 14-15=-413/30, 6-14=-365/80, 12-13=-457/255, 7-13=-360/301, 11-12=-333/560, 9-11=-332/566 WEBS 3-16=-400/420, 4-16=-201/771, 4-15=-873/564, 8-12=-713/416, 8-11=0/297 NOTES - I) 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 19-0-0, Exterior(21R) 19-0-0 to 22-0-0, Interior(1) 22-0-0 to 39-4-0 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 656 lb uplift at joint 2, 446 lb uplift at joint 12, 505 lb uplift at joint 9 and 205 lb uplift at joint 15. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWis always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIM11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safetylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 1915 WATERSTONE T22401114 2598003 A14 GABLE 1 1 Job Reference o tional rce (Plant City, FL), runt uty, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:49 2021 Page 1 ID:vq WgkLM89b_5SJgl yNvyjHzHH5m-eup6ZWfZP1 xuONr2nV4nu6JLr5CyMHvGp44TcMzwmcO 20312 1.4-0 6-8-5 12-11-12 17-8-0 19-0.0 25-0.8 30.6-7 38-0-0 1-4-0 6-8-5 6-3-7 4-8-8 -3-12 4-8-12 5-5-15 7-5-9 1-3-12 Scale = 1:73.7 3x6 = 6.00 12 25 23 68 3x6 = 6xB = 5x8 = 5x8 = 3x4 =3x6 = 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 0.63 Vert(LL) 0.15 15-65 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.19 15-65 >823 180 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.15 16 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 302 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-23,19-23: 2x4 SP No.2 P, 19-29,9-16: 2x4 SP No.3 6-0-0 oc bracing: 17-18,16-17 WEBS 2x4 SP No.3 9-7-1 oc bracing: 15-16 OTHERS 2x4 SP No.3 9-0-9 oc bracing: 13-15. JOINTS 1 Brace at Jt(s): 56 REACTIONS. All bearings 19-7-8 except Qt=length) 16=0-3-8, 13=0-8-0. (lb) - Max Horz 2=350(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 19, 20, 27 except 2=-264(LC 8), 16=-462(LC 8), 13=-536(LC 8). 25=-740(LC 8), 28=-111(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 2, 18, 20, 21, 22, 24, 26, 27, 28, 2 except 16=968(LC 14), 13=728(LC 14). 25=721(LC 13), 19=251(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-178/368, 5-6=-1871506, 6-7=-1041493, 7-8=-107/479, 8-9=-136/506, 9-10=-73/397, 10-11 =-1 11 /392, 11-13=-798/616 BOT CHORD 16-17=-444/244, 9-17=-373/293, 15-16=-371/674, 13-15=-371/683 WEBS 4-25=-333/418, 5-25=-495/549, 16-49=-833/459, 11-49=-862/472, 11-15=-9/390 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II;. Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; 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 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion perthe recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designerto verify suitability of this product for its intended use. 10) Bearing atjoint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify' capacity of bearing surface. 11) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s) 19, 20, 27 except -ont&adW 13=536, 25=740, 28=111, 2=264 January 112021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parametersand properlyincorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply LOT 19/5 WATERSTONE TAIU4 T22401114 2598003 GABLE 1 1 Job Reference o tional +. ... ..ww tr,au, coy, r�/, ream ury, r� - 0000r, dRJU S NOV JU ZUZU MI I eK Inaustnes, Inc. Sun Jan 10 11:39:49 2021 Page 2 NOTES- ID:vq WgkLM89b_5SJg1 yNvy)HzHH5m-eup6ZWfZP1 xuONr2nV4nu6JLr5CyMHvGp44TcMzwmcO 12) Girder carries tie-in span(s): 3-0-0 from 26-8-0 to 36-0-0 13) 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:7-66=-54, 7-67=-54,19-58=-20, 17-18=-20,16-69=-20, 69-70=-33(F=-13), 61-70=-20 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/10/2020 BEFORE USE. Design valid for use only with MiTeM 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 andlor chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply LOT 19/5 WATERSTONET22401115 Tcjulsys 2598003 JACK -OPEN TRUSS 4 1 Job Reference o ticnal 1.4-0 o.43V s niuv ou zuzu mi I eK Imoustrles, Inc. Jun Jan 1U 11:39:5U 2U21 Page 1 ID:vgWgkLM89b_5SJg 1 yNvyjHzHH5m-64NUmsfBAK3leXQELDbORJrbVVhH5wBQ2kp08ozwmcN 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 0.26 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCDL 7.0 LumberDOL 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 FBC2020rrPI2014 Matrix -MP Weight: 5 lb FT = 20% 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=91(LC 12) Max Uplift 3=-4(LC 1), 2=-211(LC 12), 4=-14(LC 1) Max Grav 3=18(LC 12). 2=158(LC 1), 4=41(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 0-11-4 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; 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/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=211. A January 11,2021 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/frP/f Qualify Criteria, DSB-89 and BCS/ Building Component Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parke 36610 East Job Truss Qty Ply LOT 19/5 WATERSTONET22401116 JJ'ussType 2598003 CJ3V ACK-OPEN TRUSS 4 1 Job Reference o tional IrstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:50 2021 Page 1 ID:vq WgkLM89b_5SJgl yNvyjHzHH5m-64NUmsfBAK3leXQELDbORJrbVVg_5wBQ2kpO8ozwmcN -'I-4-0 2-11-4 1-4-0 2-11-4 Scale = 1:12.7 Plate Offsets (X,Y)— 12:0-0-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.13 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 FBC2020rrP12014 Matrix -MP Weight: 12 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-67(LC 12), 2=-174(LC 12) Max Grav 3=66(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-10-8 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 100 lb uplift at joint(s) 3 except (jt=lb) 2=174. 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 MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall I building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety/nformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1 Tampa, FL 36610 Job Truss Type Qty Ply LOT 19/5 WATERSTONE TCJ5sV T22401117 2598003 JACK -OPEN TRUSS 4 1 Jab Reference o tional ••-••• �•v• - 0—u s — aU GUGU MI I UK rnUU51neS, Inc. OUn Jan iu 11:6y:b1 Zuzl Page 1 ID:vgWgkLM89b_5SJglyNvyjHzHH5m-aGxs_CgpxeBcGh?Ruw6F_XOhsvwGgNRZHOZZgEzwmcM -1-4-0 4-11.4 1-4-0 4-11-4 Scale = 1:17.6 Jx4 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) 0.07 4-7 >810 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.51 Vert(CT) -0.07 4-7 >881 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -AS Weight: 18 lb FT = 20% 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=214(LC 12) Max Uplift 3=-133(LC 12), 2=-189(LC 12) Max Grav 3=124(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-10-8 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 100 lb uplift at joint(s) except (jt=lb) 3=133, 2=189. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MTelctfil connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing MITe{(• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSWP/1 Quality Criteria, DSB-69 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 19/5 WATERSTONE T22401118 2598003 EJ7V JACK -OPEN TRUSS 6 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industdes, Inc. Sun Jan 10 11:39:52 2021 Page 1 ID:vq WgkLM89b_5SJg 1 yNvyjHzHH5m-2TVEBYhRiyJTuradSddU Wkxnm IBYZghiV2l7CgzwmcL -1-4-0 5-0-0 7-00-0 1-4-0 5-0-0 2--0 I 3x6 Scale=1:22.9 Plate Offsets (X,Y)— [2:0-0-10,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.21 4-7 >388 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.22 4-7 >378 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS 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. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=278(LC 12) Max Uplift 3=-200(LC 12), 2=-21 O(LC 12) Max Grav 3=184(LC 17), 2=336(LC 1), 4=121(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer./ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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. 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 100 lb uplift at joint(s) except Qt=lb) 3=200,2=210. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 6/1912020 BEFORE USE. ' Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Satetylntormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply LOT 19/5 WATERSTONET22401119 TEJUISVP 2598003 JACK-0PEN TRUSS 7 1 Job Reference o tional irstsource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:52 2021 Page 1 ID:vgWgkLM89b_5SJgl yNvyjHzHH5m-2TVEBYhRiyJTuradSddU Wkxs?IAeZlbiV217CgzwmcL -1-4-0 4-0-0 5-0-0 7-0-0 4-0-0 1-0-0 Scale = 1:22.9 4x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.34 6-9 >242 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.30 6-9 >275 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -AS Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=352(LC 12) Max Uplift 4=-66(LC 12), 2=-350(LC 12), 5=-284(LC 12) Max Grav 4=72(LC 17), 2=336(LC 1), 5=194(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-393/805 BOT CHORD 2-6=-1215/390 WEBS 3-6=-400/1098 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=350,5=284. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sateryintormailon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Clty Ply LOT 19/5 WATERSTONE T22401120 2598003 HJ7V DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Builders FirstScurce (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:54 2021 Page 1 ID:vgWgkLM89b_5SJglyNvyjHzHH5m- rd?cEihEZaB78j?a2gyb9OFp6x_lfB?zMnEHZzwmcJ -1-10-10 5-4-14 9-10-13 1-10-10 5-4-14 4-5-15 Scale = 1:22.7 3x4 ' 54-14 4-5-15 Plate Offsets (X,Y)— [2:0-1-3,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.08 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.09 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MSH Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, S=Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-123(LC 24), 2=-331(LC 8), 5=-152(LC 8) Max Grav 4=102(LC 17), 2=534(LC 1), 5=308(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1137/516 BOT CHORD 2-7=-639/1054, 6-7=-642/1041 WEBS 3-7=0/272, 3-6=-1031/631 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=123,2=331,5=152. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 lb down and 44 lb up at 1-0-0, and 95 lb down and 80 lb up at 3-0-0, and 128 lb down and 149 lb up at 5-0-0 on top chord, and 45 lb down and 15 lb up at 1-0-0, and 21 lb down at 3-0-0, and 46 lb down at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 12=-6(F) 13=-61(F) 15=-9(F) 16=-36(F) January 11,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety intormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss rus Type Qty Ply LOT 19l5 WATERSTONE JJT,,sk_op.. T22401121 2598003 Z01 Truss 2 1 Job Reference o tionai Irstsource (Plant uty, PL), Plant Gty, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:54 2021 Page 1 ID:vgWgkLM89b_5SJglyNvyjHzHH5m=rd?cEihEZaB78j?a2gybgOFk6lklkA?zMnEHZzwmcJ -1-5-5 2-1-11 1-5-5 2-1-11 Scale=1:10.2 2-1-11 2-1-11 Plate Offsets (X,Y)— [2:0-0-14,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 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 FBC2020lTPI2014 Matrix -MP Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-5, 4=Mechanical Max Horz 2=122(LC 12) Max Uplift 3=-27(LC 12), 2=-204(LC 12) Max Grav 3=37(LC 17), 2=182(LC 1), 4=32(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=204. January 11,2021 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17rP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qly Ply LOT 1915 WATERSTONE T T22401122 2598003 Jack -Open Truss 3 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:55 2021 Page 1 ID:vq WgkLM89b_5SJgl yNvyjHzHH5m-S1 BNpajJ?ti21l IC7mBB8NZREWN2m BQ9BOXnp?zwmcI -1-4-0 2-0-0 1-4-0 2-0-0 Scale = 1:10.3 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 9 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=124(LC 12) Max Uplift 3=-29(LC 12). 2=-186(LC 12) Max Grav 3=39(LC 17), 2=170(LC 1). 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 1-11-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=186. January 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MTek0 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 buss systems, see ANSI/TPI1 Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 19/5 WATERSTONE T22401123 2598003 Z03 Jack -Open Truss 2 1 Job Reference o tional Builders FirstSource (Fiant City, FL), Plant city, FL - 33567. 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 11:39:55 2021 Page 1 ID:vq WgkLM89b_5SJg 1 yNvyjHzHH5m-S1 BNpajJ?t12l l IC7m BB8NZRE WOOmBQ9BOXnp?zwmcI -1-4-0 1-4-8 14-0 1-4-8 Scale = 1:8.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 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 We BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-8 cc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=105(LC 12) Max Uplift 3=-12(LC 9), 2=-200(LC 12) Max Grav 3=18(LC 17), 2=158(LC 1), 4=31(LC 12) 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=200. January 11,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I10f2020 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 ANS17rP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 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. 041e. - -I- For 4 x 2 orientation, locate plates 0- '118' 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. DS13-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 rY O 2 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 0 0-1 2 U EL O I- 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 NUMBERWLETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 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 ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIrrPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.