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HomeMy WebLinkAboutTrussn'. 258 Southhall Lane, Suite 200 rF Maitland, Florida 32751 4 D P: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com Website: www.fdseng.com ENQINEERING ASSOCIATES March 15, 2021 Building Department Ref: Adams Homes Lot: Lot 49 Blk.1 Subdivision: Fort Pierce - Waterstone Address: 5411 Lugo St. Model: 1820 A LHG 3CF KA # 21-1769 Truss Company: Builders First Source Date of drawings: 2/11/21 Job No.: 2644811 -- -- --- Wind-Speed:--_-160 Exposure: C -- Truss Engineer: Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. . Sincerely, 3/15/2021 Carl A. Brown, P.E. FL. # 56126 3/15/2021 Scott Lewkowski, P.E. FL. #78750 FDS Engineering Associates, A TSG Company "Your Building Code Experts" ®1 fillowu pro 0 13-10-00 1 J A Z 16 UL EXPOSED TO VrN 1684# UL A 3/12 VLT / 1 / 3/12 VLT 12 VLTC 3112 VL 3112 VLT 0' 8'-0"CLG /AOI AG 1 L I VALLEY FRAMING ° 1 BY OTHERS 101-0" CLG 3/12 VLT AUII 0 o BO1G A 1 XPOSED TO WIND BRG.8'-0°AFFW/KNEEWALLT0 8'-0" CLG 6-04-00 CONNECTORS SCHEDULE ROOF TRUSS QT ID MODEL ROOF UPLIFT SYM 0 11 A-11 LUS24 / JUS24 895 / 835 4901610 All 10 11 A HTU26/ THD26 36001 3470 1555 / 2330 1tA 0 B HTU28 /THD28 4680 / 5040 2140 / 2330 11B 0 C HTU26 2 /THD26-2 3600 / 3355 2175 / 2340 a t° 0 D HTU28-2 / THD28-2 4680 / 5005 3485/2595 1 tD 0 E HGUS26-2 / THDH26-2 5320 15245 2155 / 2340 / tE 0 F HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 1 iF 0 G HGUS26-3 / THDH26-3 5230 / 5245 2155 / 234 I1 3 0 H HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 1 tH 0 J THJA26 / HJC26 9100 / 8990 4095 / 4370 1 W 3X8NOP EI Reviewcd andApproscd ❑ Revise and Resubmit ❑ Reviewed Tvith Notations 0Not llevi—d(see explanation) Corrections Or comments made on equipment submittals or shop drawings during this resi= do not relieve contractor from compliance with requirements of the drawings and specifications. This chock is anly for review, of general eanfmmance with the concept of the project and gevaal Compliance With the mf—tion giren in the contract doeammts_ The contractor is responsible for conf; g and correlating all quantities and dimension; selecting fabrication processes and techniques of construction; coordinatinghis nark With that of all other trades and performing his nark in a safe and satisfactory maane FDS ENGINEERING ASSOCIATES Datc 03/152021 By: BH Subruittal No.: project No.: 21-1769 Project Eng.: Luis Ptojeet Name: Adams Haines -FL Piave- Waterston Lot 49 Blk. I )INENSIONS AND CENNG CONDIDONS WdOR TO APPROVAL IG FRAMING REQUIRED IN FEW BY BULDER MAIN WAND FORCE RESISTING SYSTEWC-0 HYBRID WINO ASCE740 IMPORTANT ENCLOSED E%PO.SURE CATEGORY C OCCUPANCYCATEGORY11 This Drawing Must Be Approved And ININD LOAD 160 MPH WIND IttPOFITANCE FACTOR t.00 Returned Before Fabrication Will TRUSSES HAVE BEEN DESIGNED FOR A 1(10 PSF BOTTOM CHORD LIVE LOAD Begin. For Your Protection Check All NONCONCURNENT YM ANY OTHER LIVE LOADS Dimensions And Conditions Prior To APBELO Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL• 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF By Date BCDL: 10 PSF BCDL: 5 PSF TOTAL• 37 PSF TOTAL: 55 PSF DURATION: 1.26 DURATION: 1.00 CAUTIONM 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. (10. 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 Wdhin 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 Hatch Legend VAULT �10'CLG BUILDER: Adams Homes PRaEcr: Single Family MODEL: 1820 A 3C FL ADDRESS: 6411 LUGO ST LOT / BLOCK: 4911 : WATERSTONE FT PIERCE E K SANCHEZ 2644811 9021 SCALE: NTS PLAN DATE: 1 2021 REVISIONS: 1. 2. 3. 4. J,BU11ftm .] FirslSoume 4408 Airport Road Plant City, FL 33563 Ph. (813) 305-1300 Fax (813) 306-1301 ® Lumber design values are in accordance with ANSI/TPI" 1 section 6.3 These truss designs rely on lumber values established by others. M He ke RE: 2644811 - LOT 49/1 WATERSTONE MiTek USA, Inc. Site Information: 66904.Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: '2644811 Model: 1820 kT8ML 33610-4115 Lot/Block: 49/1 Subdivision: WATERSTONE AR Address: . 5411 LUGO ST, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building.. Name: License #: Address: City: State: . General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 29 individual, Truss Design Drawings and 0 Additional Drawings. Wth my seal affixed to.this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T22804693 A01 2/11/21 23 T22804715 E7V 2/11/21 2 T22804694 A01AG 2/11/21 24 T22804716 . E7VP 2/11/21 3 T22804695 A01BG 2/11/21 25 T22804717 G01 2/11/21 4 .T22804696 A01CG 2/11/21 26 T22804718 G02 2/11/21 5 T22804697 A02 2/11/21 27 T22804719 G03 2/11/21 6 T22804698 A03 2/11/21 28: T22804720 H7 2/11/21 7 T22804699 A04. 2/11/21 .29 T22804721 H7V 2/11/21 8 T22804700 A05 2/11/21 9 T22804701 A06 2/11/21 10 T22804702 A07 2/11/21 11 T22804703 A08 2/11/21 12 T22804704 B01G 2/11/21 13 T22804705 B06G 2/11/21 14 T22804706 'Cl 2/11/21 15 T22804707 C1V 2/11/21 16 - T22804708 C3 2/11/21 17 T22804709 C3V 2/11/21 18 T22804710 C5 2/11/21 19 T22804711 C5V 2/11/21 20 T22804712 D01G 2/11/21 21 T22804713 D02A 2/11/21 22 T22804714 E7 2/11/21 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 1 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 forMiTek's or TRENCO's customer§`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. W 1 N7M AW "STATE OAF 144 Joaquin VeleTPEN6 681$2; MiiekUSA, Inc,FG ert6634 6904 4i6 East Blvd: Tampa FL 33618 Uatec February 11,2021 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply LOT 49/1 WATERSTONE t T22804693 2644811 A01 SPECIAL 13 1 Job Reference (optional) Builders r /rst,9ource (Plant City, FL), Plant City, FL - 33667, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:01 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-RVxVsOt4yQaJ40rcRN CQSEt9V6XQDBCgewhHzzzmGxy 1-4-06-3-0 11-11-12 19-10-0 27-114 33-5-0 39-8-0 1-0- 1-4-0 8-3-0 5-8-12 7-10-4 - 7-10-4 5-8-12 6-3-0 1-4-0 m 0 4x10 MT20HS % 3.00 12 8-8-0 LOADING (psf) -_SPACING- 2-0-0 TOLL' 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP M 31 *Except* 1-4,6-9: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 *Except* 13-14,10-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-6-0, 8=0-8-0 Max Harz 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1793(LC 15), 8=1793(LC 16) 6.00 12 4x6 = 5x6 = -8 39-8-0 Scale=1:72.4 4x10 MT20HS ZZ CSI. DEFL.. in (]cc) I/defl Ud PLATES GRIP TC 0.91 Vert(LL) -0.6310-11 >759 240 MT20 244/190 BC 0:90 Vert(CT) -1.15 10-11 >413 180 MT20HS 187/143 WB 0.71 Horz(CT) 0.59 8 n/a n/a Matrix-MSH Weight: 197 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-0-10 cc bracing. WEBS 1 Row at midpt 6-11, 4-12 FORCES, (lb) - Max. Comp.%Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5905/2705, 3-4=-5621/2545, 4-5=-2780/1527, 5-6=-2739/1527, 6-7=-5299/2545, 7-8=-5593/2705 BOT CHORD 2-14=-2278/5679, 12-14=-1502/3876, 11-12=-680/2253, 10-11=-1502/3376, 8-10=-2278/5061 WEBS 5-11=-449/1175, 6-11=-1486/856, 6-10=-708/2011,7-10=-260/287, 5-12=-449/1229, 4-12=-1574/856, 4-14=-708/2191, 3-14=-246/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extericr(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a,10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ` 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (Jt=lb) 2=797, 8=797. No 68T OR S O F A E�`� a EasFBlvd. Tam0a:R,33610', February 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 MiTeke 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 iVliTeiC• 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 oftrusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 r. Job Truss Truss Type Qty Ply LOT 49/1 WATERSTONE t T22804694 2644811 A01AG SPECIAL 3 1 Job Reference (optional) Uurce mane e,iry, M), rtam L¢y, rL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:03 2021 Page 1 I D:193QGWBBpX3jR187zeOm7kz5?ad-Ou3GGhuKU2q 1 Ji_?YoFuYfyWBWCSh5t76EANeSzmGxw 1-4-0 6-3-0 11-11--12 _ 19-10-0 26-8-4 32-8-5 39-8-0 1-4-0 6-3-0 5-8-12 7-10-4 6-10-4 6-0-1 6-11-11 3x6 % 3.00 12 -0 1 15-3-8 Scale = 1:73.4 5x6 6.00 FIT 4x6 II 5 6 13 12 26 29 1110 4x6 = 3x6 = 6x12 MT20HS = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.83 BC 0.99 WB 0.76 Matrix-MSH DEFL, Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d -0.35 10-12 >660 240 -0.56 10-12 >416 180 -0.08 12 n/a n/a PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-3-11 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid.ceiling directly applied or 5-6-7 oc bracing. Except: 6-12: 2x4 SP No.3, 9-11: 2x4 SP No.1 1 Row at midpt 6-14 WEBS 2x4 SP No.3 2-2-0 oc bracing: 12-14 WEBS 1 Row at micipt 7-12 REACTIONS. (size) 2=0-8-0, 12=0-4-0, 9=Mechanical Max Horz 2=425(LC 9) Max Uplift 2=-511(LC 10), 12=586(LC 10), 9=-396(LC 10) Max Grav 2=927(LC 15). 12=1839(LC 15), 9=956(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2514/1308, 3-4=-2153/1115, 4-5=-668/628, 5-6=-423/571, 6-7=-196/376; 7-8=-1329/740, 8-9=-1507/776 BOT CHORD 2-16=-1079/2582, 15-16=-482/1303, 12-14=-1306/470, 6-14=-1181/469, 10-12=-221/617, 9-10=-570/1292 WEBS 3-16=-380/327, 4-16=-401/1258, 4-15=-1042/645, 7-12=-889/521, 7-10=-272/899, 8-10=-421/377, 5-15=-467/1152 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,�1111111IJ(r �% 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psft BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) % ��� ,� •\C E,N' 15-10-6 to 23-9-10, 1nterior(1) 23-9-10 to 35-8-6, Exterior(2E) 35-8-6 to 39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific NO 6-81 82' 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. * ^Q 6) This truss has been designed for alive 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, O S : 'O F 7) Refer to for truss �`_ girder(s) to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIlrPI 1 angle to grain formula. Building designer should verify ��,T • i ., t capacity of bearing surface. • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=1b) A . �,, �low" 2=511,12=586,9=396. 1'`,�� § Wt`Blvd; Tampa }R "ID February 11,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFJ(REFERENCE PAGE MII-7473 5119/2020 USE. -- rev. BEFORE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, andisfor an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for MiTek• always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 49/1 WATERSTONE t T22804695 2644811 A01BG SPECIAL 2 1 Job Reference (optional) aiz rnawuuruc triaur Giiy, FL), Piani City, FL-33567, 8.430 s Nov 30 202U MiTek'Industries, Inc. Thu Feb 11 07:52:05 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-KGBOhNwbOf51ZO8NgDHMd41 uEkwu93tQZYfUiLzmGxu 1 4-0 6-3-0 11-11-12 19-10-0 26-8 4. 32-8-5. 39-8-0 1-4-0 6-3-0 5-8-12 7-10 4 6-10-4 6-0-1 6-11-11 5x8 \\ 6.00 r12 Scale = 1:72.3 1.5x8 STP 310 6x8 = 3x6 x6 3.00 12 6x8 = 39-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.31 9-10 >766 240 MT20 244/190 TCDL 7.0 Lumber DCL 1.25 BC 0.80 Vert(CT) -0.49 9-10 >483 180 BCLL 0.0 Rep Stress Incr . YES WB 0.47 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 197 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-1 cc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-3-7 cc bracing. Except: 5-10: 2x4 SP No.3, 9-10,8-9: 2x4 SP No.1 1 Row at midpt 5-11 WEBS 2x4 SP No.3 4-5-0 cc bracing: 10-11 WEBS 1 Row at midpt 4-11, 6-10 REACTIONS. All bearings 0-8-0 except (jt=length) B=Mechanical, 12=0-4-0. (lb) - Max Harz 2=426(LC 9) Max Uplift All uplift 100 lb or less at joints) except 2=-547(LC 10), 10=-575(LC 10). 8=-424(LC 10) _ Max Grav All reactions 250 lb or less at joint(s) except 2=806(LC 15), 10=1681(LC 15), 8=964(LC 16). 12=251(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2036/1449, 3-4=-1650/1257, 4-5=-266/415, 5-6=-203/438, 6-7=-12731770, 7-8=-1498/846 BOT CHORD 2-13=-1206/2141, 12-13=-591/975, 11-12=-591/975, 10-11-1124/422, 5-11=-513/97, 9-10=-295/655, 8-9=-632/1286 WEBS 3-13=-418/324, 4-11=-1128/798, 6-10=-977/564, 6-9=-217/845, 7-9=-424/370, 4-13=-429/1097 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5f; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 35-8-6, Exterior(2E) 35-8-6 to 39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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 = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 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 547 lb uplift atjoint 2, 575 lb uplift at joint 10 and 424 lb uplift at joint 8. February 11,2021 ®WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. �• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify 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 ANSVTPIf 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 Tmss Truss Type Qty Ply LOT 49/1 WATERSTONE- T T22804696 2644811 A01CG GABLE 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:08 2021 Page 1 I D:193QG WBBpX3jRl87zeOm7kz5?ad-krs9KPyTJaTJQTtyLLg3EifM2xzAMRNsFWt8JfzmGxr r1 4 q 5-10-0 13-2-0 19-10-0 26-8-4 32-8-5 39-8-0 5-10-6 7-4-0 6-8-0 6-10-4 6-0-1 6-11-11 5x6 11 18 17 16 15 12 44 - II 3x4 = 5x8 = 1.5x8 STP = 5x6 = 0-0 20,0-0... 29-4-7 6x8 = 5x8 = Scale = 1:79.9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d, PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.30 11-12 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.49 11-12 >478 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 260 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 2-15: 2x4 SP No.2 P, 13-14: 2x4 SP No.2, 11-12,10-11: 2x4 SP No.1 10-0-0 oc bracing: 11-12 WEBS 2x4 SP No.3 7-0-1 oc bracing: 10-11. OTHERS 2x4 SP No.3 1 Row at midpt 6-13 6-0-0 oc bracing: 12-13 WEBS 1 Row at midpt 7-12 REACTIONS. All bearings 13-2-0 except (jt=length) 12=0-8-0, 10=Mechanical. (lb) - Max Horz 2=410(LC 9) Max Uplift All uplift 100 lb or less at joints) except 2=-208(LC 10), 12=-222(LC 10), 17=-368(LC 10), 15=-303(LC 10), 10=-437(LC 10) Max Grav All reactions 250 lb or less atjoint(s) 2, 16, 18, 2 except 12=1124(LC 16), 17=358(LC 15), 15=735(LC 15), 10=967(LC 16) FORCES. (lb) _ Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-305/345, 4-5=-353/349, 5-6=-241/467, 6-7=-228/470, 7-8=-1353/826, 8-10=-1605/927 BOT CHORD 14-15=-633/369, 5-14=-514/409, 12-13=-511/37, 6-13=-394/65, 11-12=-366/707, 10-11=-739/1423 WEBS 4-17=-379/406, 7-12=987/576, 7-11=-221/870, 8-11=-488/394 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 35-6-10, Extedor(2E) 35-6-10 to 39-6-4 zone;C-C for members and forces &,MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/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 alive 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 per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACID, 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 �%% UINVr��- j S13 No_, .6$182 S ; OF February 11,2021 -- WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19l2020 BEFORE USE. - ��• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 49/1 WATERSTONE t T22804696 2644811 A01CG GABLE 1 1 Job Reference (optional) pwwms rusioum ce lnnm �Ky, rL/, I ride[ Ury, rL - JJOor, 6.4JU S NOV JU ZUZU MI I eK maustrles, Inc. I nu t•eb i i U/:b2:U8 2U21 Page 2 NOTES - I D:193QG WBBpX3jR187zeOm7kz5?ad-krs9KPyTJaTJQTtyLLg3EifM2xzAMRNsFWt8JfzmGxr 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 2, 222 lb uplift at joint 12, 368 lb uplift at joint 17. 303 lb uplift at joint 15, 437 lb uplift at joint 10 and 208 lb uplift at joint 2. ® WARNING.- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/1912020BEFORE 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 properly incorporate this design into the overall /� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 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 49/1 WATERSTONE 1 T22804697 2644811 A02 SPECIAL 1 1 Job Reference (optional) "'IQ""' tri-IL �!Ly, FL), rienr GRy, FL - aaoor, 8.43U s Nov 3U 2020 MiTek Industries, Inc. Thu Feb 11 07:52:10 2021 Page 1 I D:193QG WBBp.X3jRl87ze0m7kz5?ad-hE_vl4JrBjl fn 1 LSmtXK7liUldlgGi9jp MFNYzmGxp r1-4-q 6-3-0 11-11-12 19-0-0 20-8-0 27-8-4 33-5-0 39-8-0 Al 0 q 1-4-0' 6-3-0 5 8-12 7-0 4 1-8-0 7-0 4 5-8-12 6-3-0 1-4-0 6.00 12 5x8 3.00 F12 3X4 = 5x6 = 5x6 = 5 6 Scale = 1:73.7 5x8 ZZ- 0-d-u . 1-_15-7-7 .19-10-0 24-0-9 31-0-0 �39-8-0 8-8-06-11-7 4-2-9 4-2-9 6-11-7 8-8-0 Plate Offsets (X,Y)-- [2:0-2-7 Ed e] [4:0-4-0 0-3-0] [5:0-4-0 0-2-8] [6:0-4-0 0-2-8] [7:0-4-0 0-3-0] [9:0-2-7 Ed e] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 'I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:88 Vert(CT) -0:91 11-12 >522 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0' Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4905/2784, 3-4=-4621/2623, 4-5=-2726/1752, 5-6=-1932/1439, 6-7=-2726/1752, 7-8=-4621/2623,8-9=-4905/2784 BOT CHORD 2-16=-2350/4717, 15-16=-1549/3216, 13-15=-776/1929, 12-13=-776/1929, 11-12=-1549/3091, 9-11=-2351/4431 WEBS 3-16=-282/293, 4-16=-742/1736,4-15=-1216/792, 5-15=-573/1132,5-13=-267/321, �� 6-13=-267/320, 6 12=-573/1068, 7-12=-1137/792, 7-11=-743/1605, 8-11=-296/294 uIN V- NOTES- 1) Unbalanced roof live loads have been considered for this design. C+ F N , 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. �oo II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2R) RD 68182. 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Cc to the use of this truss component. 4) Provide adequate drainage to prevent water ponding.O S OF 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been i�� A`4 Q P • 2 ,� 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' • • ` •,�� wil[fit between the bottom chord and an other members. y O t,�•��.NA 8) Bearing at joints) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. JOaquln Velez PE N6.68182 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at,joint 2 and 797 Ib uplift at NATBk USAJnC FL Nit6634 joint 9. t ,; 6904 Pa(ke East Blvd: Tampa FL 33610 Date:' February 11,2021 ® WARNING.- Ver' �design parameters and READ � dY NOTES ON AND INCLUDED MI7EK REFERENCE MII-7473 rev. 5119/2020�BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall AiTek" building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUPI1 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 49/1 WATERSTONE t T22804698 2644811 A_03 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:14 2021 Page 1 I D:193QG WBBpX3jR187ze0m7kz5?sd-Z?DQaS 1 EuQ DT8OK6hcxTUivNFM_3m3NkeRKT WJzmGxl r14- 6-3-0 11-11-12 17-0-0 22-8-0 27-8-5 33-5-0 39-8-0 f11-0-q 1-4-0 6-3-0 5-8-12 5-0-5 5-8-0 5=0 4 5 8-12 6-3-0 1-4-0 Scale = 1:75.2 6.00 F12 5x6 = 5x8 = 4x10 MT20HS % 3.00 12' 4x10 MT20HS C - 8-8-0 17-0-0 22-8-0 31-0-0 39-8-0 8-8-0 8-4-0 5-8-0 — 8-4-0 8-8-0 Plate Offsets (X,Y)-- .[2:0-1-2 0-0-8] [4:0-3-0 0-3-0] [5:0-3-0 0-2-0] [6.0-6-0 0-2-8] 7:0-3-0 0-3-0] [9:0-1-2 0-0-8] [11:0-7-0 0-3-8] [15:0-7-0 0-3-8] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.62 11-12>769 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -1.12 11-12 >423 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.60 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 202lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 4-14, 6-14, 7-12 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1799(LC 15), 9=1801(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5904/2977, 3-4=-5589/2795, 4-5=-2863/1738, 5-6=-2546/1644, 6-7=-2773/1738, 7-8=-5320/2795, 8-9=-5644/2977 BOT CHORD 2-15=-2526/5637, 14-15=-1660/3794, 12-14=-1034/2565, 11-12=-1660/3367, 9-11 =-2526/51 10 WEBS 3-15=-294/324, 4-15=797/2189, 4-14=-1428/799, 5-14=-420/998, 6-14=-251/253, 6-12=-420/1108, 7-12=-1355f799, 7-11=-797/2035, 8-11=-306/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 nonccncurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Bearing atjoint(s) 2; 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 9. e Easf Blvd: Tampa FL,33610 February 11,2021 -- ®.WARNING •Verify design parameters and READ NOTES ON�THI§AND INCLUDED MITf7CREFEREN6EPAGE MII-7473 rev. 5N 9/2020 BEFORE USE. ��• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is'for an Individual building component, not a truss system. Before use, the building designer must verify the 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 ANS11TPI1 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, -MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 49/1 WATERSTONE i T22804699 2644811 A04 SPECIAL 1 1 Job Reference (optional) rastauurce (Piant city, FL), Piant city, FL - 36561, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:17 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-_avYDU36BLb2?s3hNkVA6cXwiZ?QzTvB KPZ77ezmGxj r1-4-0, 5-11-1 9-6-9 15-0-0 19-10-0 24-8-0 30-1-7 33-8-15 39-8-0 ¢1-0-q 1-4-0' 5-11-1 3-7-9 1 5-5-7 V11 -0 4-10-0 5-5-7 3-7-9 5-11-1 1-4-0 6.00 12 5x6 = 3x4 = 5x6 = 25 6 26 7 Scale=1:73.4 28 1.5x8 STP = 10.11 4x12 ::� 3.00 FIT 4x12 2 3x8 MT20HS \\ 3x8 MT20HS // 15-0-0 Plate Offsets (X,Y)-- [2:0,-1-15,1-2-15], [2:0-2-14,Edge], [4:0-3-0,0-3-0], [5:0-3-0,0-2-0], [7:0-3-0,0-2-0],[8:0-3-0,0-3-0],[10:0-1-15,1-2-15], [10:0-2-14,Edge], [12:0-7-0,0-3-8], [16:0-7=0 0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.67 13-15 >715 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.16 13-15 >410 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MSH Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: WEBS 2x4 SP No.3 5-3-0 oc bracing: 13-15. WEDGE WEBS 1 Row at midpt 4-15, 8-13 Left: 2x4 SP No.3, Right: 2x4SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Harz 2=-335(LC 8) Max Uplift 2=797(LC 10), 10=-797(LC 10) Max Grav 2=1804(LC 15), 10=1804(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5834/3030, 3-4=-5622/2947, 4-5=-3283/1933, 5-6=-2934/1832, 6-7=-2836/1832, 7-8=-3175/1933,8-9=-5371/2947,9-10=-5595/3030 BOT CHORD 2-16=-2565/5553, 15-16=-2182/4748, 13-15=-1410/3054, 12-13=-2182/4303, 10-12=-2565/5077 WEBS 4-16=-610/1626, 4-15=-1922/1023, 5-15=-527/1184, 7-13=-527/1190, 8-13=-1814/1023, 8-12=-610/1514, 6-15=-339/205, 6-13=-339/205 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; 11=1511t; B=45ft; L=40111; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2R) 11-0-6 to 18-11-10, 1nterior(1) 18-11-10 to 20-8-6, Exterior(21R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift atjoint 2 and 797 lb uplift at joint 10. utN'• VF�F V: F ov: No, X c S OF �\`�,. e EasfBlvd. Tar ipa,FL,3361D February 11,2021 -- WARNING -Verify design parameters and READ NOTES ON THIS ANDINCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19I2020 BEFORE USE. ��• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 49/1 WATERSTONE T22804700 2644811 A05 SPECIAL 1 1 Job Reference o tional uunuc,a mw�w�c tridm ­Ly, rider ­y, rL -„aor, o.9,u s IVDv,U LULU NII I'eK Inausirles, mc. I nu reD 11 U/:Dz:zu zuzl I -age 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-09bhrV6?UG_csJoG2t2tkE9P_nOHAmRdONnnkzzmGxf r1 4-0 6-8-0 13-0-0 . 19-10-0 26-8-0 33-0-0 39-8-0 f11-0-q 1-4-0 6-8-0 6-4=0 6-10-0 6-10-0 6-4-0 6-8-0 1-4-0 r Scale = 1:73.4 5x8 = 6.00 12 3x4 = 5x8 = 4 23 24 5 25 266 28 1.5x8 STP = 5x8 % 3.00 12 5x8 8-8-0 15-7-5 ,24-0-11 31-0-0 8-8-0 6-11-5 - 8-5-6 6-11-5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CS1. TIC 0.95 BC 0.94 WB 0.80 Matrix-MSH DEFL. in (loc) I/defl Ud Vert(LL) 0.62 10-11 >762 240 Vert(CT) -0.96 11-13 >498 180 Horz(CT) 0.59 8 n/a n/a PLATES MT20 MT20HS Weight: 190 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BOT CHORD 2x4 SP M 31 'Except' 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1540(1_C 1), 8=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when. shown. TOP CHORD 2-3=-4919/3101, 3-4=-4613/2924, 4-5=-3036/2083, 5-6=-3036/2083, 6-7=-4613/2924, 7-8=-4919/3101 BOT CHORD 2-14=-2640/4556, 13-14=-1511/2821, 11-13=-1772/3223, 10-11=-1511/2821, 6-10=-2640/4445 WEBS 3-14=-371/397, 4-14=-1038/1926, 4-13=-149/535, 5-13=-399/275, 5-11=-399/275, 6-11=-149/535, 6-10=-1038/1815, 7-10=-378/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2R) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and, any other members. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift atjoint 2 and 797 lb uplift at joint 8. ��►illll'lll�� i No� 68182 °�' r 31K1� O F February 11,2021 ® WARNING -Verify design parameters and READ NOTES ONTHISAND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119/2020 BEFORE USE.° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design. parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITBk° 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 oftrusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available tom Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 5x6 = 26 27 7 Job Truss Truss Type Qty Ply LOT 49/1 WATERSTONE T22804701 2644811 A06 SPECIAL 1 1 Job Reference (optional) ers rnsrauurce man[ city, FL), ream city, FL - 335b i, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:21 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-sL832r6dFa6TUTNScaZ6GSia3AQXvHVmF 1 XKGPzm Gxe r1V 5-11-1 11-0-0 17-0-0 22-8-0 28-8-0 33-8-15 39-8-0 Al-0-q 1-4-05 11-1 5-0-1.5 6-0-0 5-8-0 6 0-0 5-0-15 5 11-1 1-4-0 Scale = 1:72.0 5x6 = 2x4 11 5x6 = 24 25 6.00 12 1.5x8 STP = 5xB 3.00 F12 5x8 8-8-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) .Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.73 12-14 >656 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -1.03 14-15 >464 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.58 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-6 cc bracing. BOT CHORD 2x4 SP M 31 *Except* 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=797(1_C 10), 9=-797(LC 10) Max Grav 2=1540(LC 1). 9=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3105, 3-4=-4608/2845, 4-5=-4142/2674, 5-6=-4142/2674, 6-7=-4145/2676, 7-8=-4608/2844, 8-9=4916/3104 BOT CHORD 2-15=-2648/4483, 14-15=-1790/3279, 12-14=-2246/4158, 11-12=-1791/3281, 9-11=-2647/4442 WEBS 3-15=-333/385, 4-15=745/1516, 4-14=-511/1116, 5-14=-321/300, 6-12=-381/301, 7-12=-511/1117, 7-11=-742/1461, 8-11=-342/385 NOTES- 1.) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(21R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 Ito uplift at joint 2 and 797 lb uplift at joint 9. IN V i. No 681'82• r February 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 ANSVTPl1 Quality Criteria, DSB-89 anal 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 r Truss Truss Type Qty Ply LOT49/1 WATERSTONE T22804702 264481.1 A07 SPECIAL 1 1 Job Reference (optional) .- ----- _..,, . _,. . ..-... ....,, . - ____, , 1.ve1 a ,vw ou cucv rvn , e6 II1U49L—b. „ . r r W reu r l U l:DL:L/ LUCI rage -I I D:193QG WBBpX3jR187zeOm7kz5?ad-hV WKJuBOgQsd COgcyrg WVVjydvb WnJ_Vfdz_fU3zmGxY 1 4-0 4-6-5 9-0-0 15-10-8 23-9-8 30-8-0 35-1-11 39-8-0 1-0- 1-4-0 4-61 4-5-11 6-10-8 7-10-15 6-10-8 4-5-11 4-6-5 1-4-0 Scale = 1:72.0 5x6 = 3x4 = 5x8 = 5x6 = 6.00 12 4 27 2829 5 6 3031 32 7 i 3x4 � 3x4 � c? 1.5x8 STP = 3 26 833 N 25 34 1.5x8 STP = 2 17 16 15 14 13 12 O M 1 0 5x6 = 91 10 0 18 3x4 = 3x6 = 3x4 = 5x6 = 11 Imo' 6 2x4 I [. 3x4 = 2x4 11 3x6 3:00 12 3x6 zz i 4-6-5 8-8-0 , 12-8-0 12-8-14 19-10-0 ?6 0-0 35-1-11 39-8-0 , 4-6-5 4-1-11 - 4-0-0 0-0,14 7-1-2 6-2-0 5-0-0 4-1-11 ' 4-6-5 � Plate Offsets (X,Y)-- [2:0-0-10 Edge]; [4:0-3-00-2-0] [6:0-4-0 0-3-0] [7:0-3-0 0-2-0] [9'0-0-10 Ed e] LOADING (psf) SPACING= 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >942 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix-MSH Weight: 187 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc'purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=212(LC.9) Max Uplift All uplift 100 lb or less at joint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC 10), 13=-715(LC 10) Max Grav All reactions 250 lb or less atjoint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/494, 3-4=-338/135, 4-5=-325/669, 5-6=-58/715, 6-7=-348/707, 7-8=-471/221, 8-9=-1083/570 BOT CHORD 2-18=-291/979, 17-18=-296/986, 16-17=-23/293, 15-16=-328/181, 13-15=-426/296, 12-13=0/332, 11-12=-365/945, 9-11=-359/937 WEBS 3-17=-599/468, 4-17=-51/419, 4-16=-986/630, 5-16=-792/685, 5-15=-520/206, 6-15=-489/297, 7-12= 72/391, 8-12=-588/458,6-13=-773/671, 7-13=-997/703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Exterior(2R) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSIrl PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2, 302 Ito uplift at joint 9, 686 lb uplift at joint 16 and 715 lb uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: pUIN A. No 08182 ice'. "S T. OF • MCA.` ORI 33610 February 11.2021 WiWwd on Dacia 2 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119/2020 BEFORE USE. ��• Design valid for use only with MiTek® connectors. This design is based only.upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p /� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iT®k� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iVI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 49/1 WATERSTONE T22804702 2644811 A07 SPECIAL 1 1 Job Reference (optional) tr.a- terry, ry, rnant �Ity, rL - 00001, t5.43u 5 NOV 3u 2UZU MI I eK Industries, Inc. Thu Feb 11 07:52:27 2021 Page 2 I D:193QG WBBpX3jR187ze0m7kz5?ad-hV WKJuBOgQsdCOgryrg WVVydvb WnJ_Vfdz_fU3zmGxY LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 17-19=-20, 12-17=-20, 12-22=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=105, 2-25=59, 25-26=47, 4-26=70, 4-28=70, 28-31=47, 7-31=70, 7-33=70, 33-34=47, 9-34=59, 9-10=105, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=-113, 2-25=-67, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=-41, 4-7=-41, 7-9=-41, 9-10=3, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 1=2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=42, 2-4=13, 4-29=45, 29-32=26, 7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=21, 2-4=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead + 0.6 MWFRS Wind (Neg: Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5, 9-10=15, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=20, 12-22=.-20 Harz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10=-12 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=74, 2-4=45, 4-7=45, 779=45, 9-10=74, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=10 Harz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10=45, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=10 Harz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIg Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=20, 12-22=-20 Harz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Harz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=-53, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20', 12-22=-20 Harz: 1-2=-22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 24=45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Harz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Harz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITFJC 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 ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply. LOT 49/1 WATERSTONE T22804703 2644811 A08 SPECIAL 1 1 Job Reference (optional) ---- .. '-'" -••�• -i • •-••• •-••n _ ����� o.- s Ivuv au cucu rvu I eK Inuusu es, Inc. I flu r-e0 i i v/:uz:36 zuzl Page 1 - I D:193QG WBBpX-3jR187ze0m7kz5?ad-wEYkCzlljB?LnnOK_EKdNcgAvDVfwz5_1h-sf- 0dl2zmGxP 42-3-1 245 -3-5 39-80 46-4 - 39-8 3-7-0-0 Scale = 1:72.0 5x6 = 6.00 12 3x8 = 3x4 — 2x4 11 5x6 = 5x12 = 5x6 — 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 1.5x8 STP = - 1.5x8 STP = IN " 1 2 17 36 37 38 39 40 15 14 41 42 43 44 45 46 10 n 5x8 = Sx1212 11 Iv 6x8 = 3x6 = 6x8 = 3x8 3x6 3.00 12 3x6 zz 74-8 12-3-1 12 -0 19-1 0-0 -6 26-20 2 -5. 32-6-8 . 39-8-0 7-1-8 5-1-9 0- -15 7-4-0 6-4-0 0- -5 6-3-3 7 1 8 Plate Offsets (X,Y)-- [2.0-0-10,Edge], [3:0-3-0,0-2-0], [4:0-3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8.0-2-8], 19:0-4-0.0-2-8], 110:0-0-10,Edge], [12:0-8-0,0-0-8]. [13:0-3-8,0-3-0], [16:0-3-8 0-3-0] [17:0-5-4 0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 177Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4 ioc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Harz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-356(1_C 8), 10=-429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-1038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=-856/1302 7-8=-866/1022, 8-9=-1360/708, 9-10=-1598/729 BOT CHORD 2-17=-263/1089, 16-17=-923/751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288, 4-16=1311/939,5-16=-1398/1438, 5-14=-602/680, 6-14=-421/437, ��������� 8-12=-1419/2494 13=-1427/1490, 8-13=-1441/1137, 9-12=-14/366, 4-17=-1017/2098, ,1�voPQUIN 4� S�.' ' NOTES- `� y\ • 1) Unbalanced roof live loads have been considered for this design. Wind: No 68182. 2) ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component.cc .0. 4) Provide adequate drainage to prevent water ponding. 4 ST 0 F �-% 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*;:T will fit between the bottom •� O P �_,�'� of �� •:� chord and any other members. R 7) Bearing at joints) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift atjoint 2, 429 lb uplift at 11] it joint 10, 1695 lb uplift atjoint 16 and 1859 lb uplift at joint 13. Joaquin Volei PE No 6662 9) Load case(s) 4, 5, 6, 7, 8, 9. 10, 11, 13, 14,15, 16 has/have been modified. Building designer must review loads to verify that they M]TekUSA.]nC FL Cert.6634. are correct for the intended use of this truss. 6904:Parke E...B d.Tampa FL.3361U Date'. FPhruary 11 gng1 Continued on r)aoe 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. OFDesign 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 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 Truss Type Qty Ply LOT 49/1 WATERSTONE T22804703 2644811 A08 SPECIAL 1 1 Job Reference (optional) ,- Ill tr,ar,t . !Ly, r�l, rlcm Uny, r� - -Dr, 6.43U S NOV 3U ZUZU MI I eK Industries, Inc. I nu Feb 11 07:52:36 2021 Page 2 NOTES- ID:193QGWBBpX3jR187zeOm7kz5?ad-wEYkCzlljB?LnnOK_EKdNcgAvDVfwz5 hsfdl2zmGxP 10) Hanger(s) or other connection device(s) shall, be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up at 20-7-4, 111 lb down and 197 lb up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb down and 197 lb up at 30-7-4, and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down and 128 lb up at 7-1-8, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-11=-54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(B) 7=1 11 (B) 9=-175(6)17=-330(B)15=-46(B)12=-330(B)24=-111(B)25=-111(B) 26=-111(5) 28=-111(B)29=-111(B) 30=-111(B)31=-111(13) 32=-111(B)33=-111(B)34=-111(B)35=-111(B)36=-46(B)37=-46(B)38=-46(B)39=-46(B)40=-46(B)41=-46(B)42=-46(B)43=-46(B)44=-46(B)45=-46(B) 46=-46(B) 4) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-27=45, 27-34=26, 9-34=16, 9-10=31, 10-11=21. 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=10, 12-21=-10 Harz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (lb) Vert: 3=130(B)7=156(B)9=257(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=156(B) 34=156(B) 35=165(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 5) Dead + 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-25=16, 8-25=26, 8-9=45, 9-10=13, 10-11=42, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Concentrated Loads (lb) Vert: 3=159(B)7=156(B)9=246(B)17=108(B)15=-23(B)12=108(B)24=165(B)25=156(B)26=156(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=136(8)34=136(B)35=136(B)36=-23(B) 37=-23(B)38=23(131) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(6)44=-23(B) 45=-23(B)46=-23(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26; 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=20, 12-21=-20 Harz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=315(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B)34=197(B)35=197(8)36=-13(B) 37=-13(B)38=13(B) 39=-13(B) 40=-13(B)41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B)46=-13(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=1 97(B) 34=1 97(B) 35=197(0)36=-13(B),37=-13(B)38=-13(B)39=-13(B) 40=-13(B)41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B)45=-13(B)46=13(B) 8) Dead + 0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=1 30(B) 7=1 36(B) 9=214(B) 17=1 08(B) 15=-23(B) 12=1 08(B) 24=1 36(B) 25=1 36(B) 26=1 36(B) 28=1 36(B) 29=1 36(B) 30=136(B) 31=136(B) 32=136(B) 33=136(B)34=136(B)35=136(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(6)'40=-23(8) 41=-23(B)'42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 9) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 - Uniform Loads (plf) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B)7=165(B)9=271(B)17=108(B)15=-23(B)12=108(B)24=165(B)25=165(B)26=165(B)28=165(B)29=165(B) 30=165(B)31=165(B) 32=165(B)33=165(B) 34=165(B) 35=165(B) 36=-23(B) 37=-23(8)38=-23(B) 39=-23(B)40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B) 30=197(B) 31=197(B) 32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Continued on Dage 3 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 5/19/2020 BEFORE USE. Design vaid 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 ANSI?Plf 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 r Truss Truss Type Qty Ply LOT 49/1 WATERSTONE T22804703 2644811 A08 SPECIAL 1 1 Job Reference (optional) •-•- • ••-•�-� �� �• •� •mow, r, u.4au s Ivov au zuzu ml I eK Inaustries, Inc. I nu Feb 11 1.17:52:36 2021 Page 3 I D:193QG WBBpX3jR187zeOm7kz5?ad-wEYkCzl ljB?LnnOK_EKdNcgAvDVfwz5_hsfdl2zmGxP LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(8)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B)42=-13(B) 43=-13(B)44=-13(B) 45=-13(B)46=13(13) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11=-22, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=232(B) 17=76(B) 15=13(B) 12=76(B) 24=145(B) 25=145(B) 26=145(B) 28=145(B) 29=145(B) 30=145(B) 31=145(B) 32=145(B) 33=145(B)34=145(B) 35=145(B)36=-13(B)37=-13(B) 38=-13(B)39=-13(B)40=-13(B)41=-13(B) 42=-13(B) 43=-13(B)44=-13(B) 45=-13(B)46=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-22, 2-3=-14. 9-10=-17. 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=262(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B) 35=145(B)36=-13(6)37=-13(B)38=-13(B)39=-13(B) 40=-13(B) 41=-13(B)42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B) 15=-13(8)12=76(B) 24=145(B) 25=145(B) 26=145(B) 28=145(B) 29=145(B)30=145(8)31=145(B)32=145(B) 33=145(B)34=145(13)35=145(B)36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B)45=-13(8)46=-13(8) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=745, 9-10=-45, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=71, 10-11=7 Concentrated Loads (lb) Vert. 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B) 35=145(8)36=-13(B) 37=-13(13)38=-13(13)39=-13(B) 40=-13(B) 41=-13(6)42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B)46=-13(B) ® WARNING,- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 nev. 5/19/2020 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 properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPII 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 49/1 WATERSTONE T22804704 2644811 B01G SPECIAL 1 1 p Job Reference (optional) IS i 1 mQQww tnant i,ny,. rL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:42 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-IOw?S 1 Noll 1 WiTUKUR 1 dt3ADe WcKgKs4o6xWhzmGxJ 1 4-0 8-6-0 11-10-0 19-6-0 27-8-0 1-4-0 8-6-0 3-4-0 7-8-0 8-2-0 4x6 = tl SX4 = 6x8 1.5x8 STP = 6x8 = Scale = 1:57.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.34 10-13 >283 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.42 7-8 >566 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) -0.03 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 132 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 *Except* BOT CHORD 2-10: 2x4 SP No.2, 3-8: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-4-0, 8=0-8-0, 6=Mechanical Max Horz 2=306(LC 9) Max Uplift 2= 434(LC 10), 8=-579(LC 10), 6=-365(LC 10) Max Grav 2=397(LC 21), 8=1135(LC 2), 6=973(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3m-405/228, 3-4=-309/399, 4-5=-1355/804, 5-6=-1473/759 BOT CHORD 8-10=-479/674, 3-10=-424/457, 7-8=-9/340, 6-7=-543/1254 WEBS 4-8=-573/251, 4-7=-518/1159, 5-7=542/542 Structural wood sheathing directly applied or 3-8-5 oc purlins. Rigid ceiling directly applied or 1070-0 cc bracing, Except: 7-11-9 cc bracing: 6-7. 2-2-0 oc bracing: 8-10 1 Row at midpt 4-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 23-8-6, Exterior(2E) 23-8-6 to 27-8-0 zone;, cantilever left exposed ; porch left exposed;C-C for members and forte's & 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 = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 2, 579 lb uplift at joint 8 and 365 lb uplift at joint 6. 'February 11,2021 ® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek" is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITP11 Quality Criteria, DSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job • Truss Truss Type Qty Ply LOT 49/1 WATERSTONE T22804705 2644811 B06G GABLE 1 1 Job Reference (optional) (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:44 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-hm 1 mtjO2ge?Ck?dtSvU V 19VESEwojC9X6b2aazmGxH 1 4-0 8-6-0 11-10-0 19-6-0 27-8-0 1-4-0 8-6-0 5:4-0 7-8-0 B-2-0 M 9, B-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale = 1:58.2 5x8 11 2x4 II n 2x4 II 0 19 18 17 16 15 5x8 = 1.5x8 P.= 2x4 11 2x4 11 2x4 II 2x4 11 7x10 = i 6.o _ 20-0-0 — l CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.93 Vert(LL) 0.2715-32 >858 240 MT20 244/190 BC 0.81 Vert(CT) -0.44 15-32 >532 180 MT20HS 187/143 WB 0.43 Horz(CT) 0.06 14 n/a n/a Matrix-MSH Weight: 186 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. JOINTS 1 Brace at Jt(s): 24, 25, 26 REACTIONS. (size) 2=0-3-8, 20=0-8-0, 14=Mechanical Max Horz 2=299(LC 9) Max Uplift 2=466(LC 10), 20=627(LC 10), 14=-340(LC 10) Max Grav 2=346(LC 19). 20=1 138(LC 1), 14=759(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-227/258, 4-5=-215/251, 5-6=-212/274, 6-7=-199/324, 7-8=-172/309, 8-9=-963/839, 9-10=-993/789, 10-11=-953/728, 11-12=-10581728, 12-14=-1170/724 BOT CHORD 20-21=-521/706, 6-21=-389/505, 14-15=-530/1015 WEBS 20-24=-696/278, 8-24=-772/318, 8-25=-592/902, 25-26=-591/899, 15-26=-570/890, 12-15=-554/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -2-0-0 to 1-11-10, Interior(1) 1-11-10 to 7-8-14, Extedor(2R) 7-8-14 to 15-10-0, Interior(1) 15-10-0 to 23-6-14, Exterior(2E) 23-6-14 to 27-6-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable studs spaced at 2-0-0 cc. 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 2, 627 lb uplift at joint 20 and 340 lb uplift at joint 14. �o`,QUIN rVF���i�, ��, j0 G•E•N S ��'��i v,, ••.v� �• 00 No• 6.81:82 �S O F <ll 40, ••.ORIV� N ` Joaquin Veie PE No'.66162 MlTek,USkinc. R 00t 6634. 6904:Fi6 East BIvd:Tartipa FL 33610 Date' February 11,2021 ® WARNING -Verify design parameters and READ NOTES:OWTHIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 oftrusses and truss systems, see ANSUTPN quality Criteria, DSB-89 and BCSI Building Component Blvd. e rkEast Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Park 36610 East Job • Truss Truss Type Qty Ply LOT 49/1 WATERSTONE 2644811 C1 JACK q 1 T22804706 o„:roe- rr •o^„ ^ Job Reference (optional) k am —ly, r�l, rraur uy, rL - aaooi, B'.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:45 2021 Page 1 I D:3xt?Yd6 RbYnXO16 Sf6q hbz4cnz-9zb852 Ph by73 M9 C30d? kE Whr?sm6XGAlmmLc7OzmGxG -1-4-0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or0-11-4 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 10) Max Uplift 3=3(LC 1). 2=-195(LC 10), 4=-15(LC 1) Max Grav 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;,B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 3, 195 lb uplift at joint 2 and 15 lb uplift at joint 4. ,�(111111.IfII�I NoPQUIN: vF�,. No .68182 i S.T. OF S��E���`. 10, % far�!'��� Joaquin Vele PE N6:66182 Welt USA',.Inc. FL Cert 6634, 6904 Parke East Blvd. Tampa FL 33610 Date:' February 11,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19I2020 BEFORE USE. ��• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not 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 generalguidanceregarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSl1TPI1 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 D Truss Truss Type Qty Ply LOT 49/1 WATERSTONE T22804707 2644811 C1V SPECIAL 4 1 Job Reference (optional) I,eis „� o�u,�o lr,en uuy, r�/, r,dni City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:46 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-d99WIOQJMFFw JnFZKWznjE01F6NGjPS?Q49fSzmGxF -1-4-0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 Plate Offsets (X,Y)-- r2:0-0-15 Ed e) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 ' Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a file BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=79(LC 10) Max Uplift 3=4(LC 1). 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;, B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a,10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 181 lb uplift at joint 2 and 14 lb uplift at joint 4. VFW; NO 6.8182 r :?� S OF Joaquin Velez PE N6.66182 M"" USA',.Inc..FL Ceit 6634 6904:Parke East 61vd. Tampa R.3361p Dater February 11,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020•BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown,and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 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 49/1 WATERSTONE T22804708 2644811 C3 JACK 4 1 Job Reference (optional) cu trlarll l.ny, FL), Plant Cary, t-L- 33bb/, -1-4-0 140 8.430.s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:46 2021 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-d99W10 QJMFFw_JnFZKWznjE01F5DGjPS?Q49fSzmGxF 2-11-4 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Weight: 12Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=52(LC 10). 2=-157(LC 10) Max Grav 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45f ; L=4011; 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 157 lb uplift at joint 2. �►III111/��� O �I. i N;t 68182,, :-13 °S-t OF CC/. ' N AA � Er0�� t,anc. FL Nr3 604. e East•Blvd. Tampa FL 33610 February 11,2021 -- ® WARNING • Verify tlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5I19l2020 BEFORE USE. ��• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 49/1 WATERSTONE T22804709 2644811 C3V SPECIAL 4 1 Job Reference (optional) owwcm n16LOU- :e triaui Uay, rLl, idiu Gny, FL - 33567, 6.43U s Nov 3U 202U MiTek Industries, Inc. Thu Feb 11 07:52:47 2021 Page 1 ID:193QGWBBpX3jRl87zeOm7kz5?ad-5LjuWkRx7ZNnbTMS711 CKxnBVfRQ?AfbD4giBvzmGxE -1-4-0 2-11-4 1-4-0 - 2-11-4 Scale=1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;.B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 149 lb uplift at joint 2. �0%-�QU IN V� No B182 v 'Odf (Y ST: AF LC/. Joatiuln Velei PE N6.6911W 8-East Blvd. Tampa FL.33610 February 11,2021 -- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFJC REFERENCE PAGE MII.7473 rev. 5/19J2020 BEFORE USE. ��• Design valid for use only with MiTek® connectors: This design Is based only upon parameters shown, and is for an Individual building component„not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 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 City Ply LOT 4911 WATERSTONE T22804710 2644811 C5 JACK 4 1 Job Reference (optional) (Plant tarty, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52AB 2021 Page 1 I D:3xt7Yd6 RbYnX016Sf6q hjjz4cn2-ZYH Gj4 RZutVe Ddxeh IYRs BJ Hg3 i LkdvlS kZGj LzmGxD -1-4-0 4-11-4 1-4-0 4-11-4 . Scale = 1:17.6 3x4 = Plate Offsets (X Y)-- [2:0-1-4,0-0-2] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.06 4-7 >908 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 nla n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC10) Max Uplift 3=-107(LC 10). 2=-167(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for 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. ,'�� p� � 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift atjoint 3 and 167 Ib uplift at �� I� ���` joint 2. ��, ,0 • \ Ci E N, No 6.81$2 cc 'ST OF : A/: ' • 41 �i�, •,� O R ; �V��SS�� 4• JoaqulnVelaz PE.No.68182 MITekUSA;.Inc..FC,C' 8t' '' 6909.Parke-EastBlvd: Tampa FL,33610 Dater February 11,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19I2020 BEFORE USE. Design valid for use only with MiTek® 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 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 ANSI1TPl1 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 49/1 WATERSTONE T22804711 2644811 C5V SPECIAL 4 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 1-4-0 JX4 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:48 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-ZYH Gj4RZutVeDdxehlYRsBJH33idkdvl SkZGjLzmGxD 4-11-4 Scale = 1:17.6 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.06 4-7 >925 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 4-7 >875 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Hcrz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020fTPI2014 Matrix -MP Weight: 18lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=185(LC 10) Max Uplift 3=112(LC 10). 2=-161(LC 10) Max Grav, 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using 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 112 lb uplift at joint 3 and 161 lb uplift at joint 2. *1" tN.r'VFI -i�; �pP V�GENSF � �= No :$8182 S F • [L '..O ' <v 10 Ak, Joaquln.Vele FE N6.68]82 MITekU A,,I=.FL6ert6634. 69 34:Patke East'Blvd, Tampa FL,3361p Date: February 11,2021 -- WARNING - Verify tleslgnpammeters 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 MiT�k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ITruss Truss Type Qty Ply LOT 4911 WATERSTONE T22804712 2644811 D01 G COMMON 2 1 Job Reference (optional) Builders Firstbource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:49 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-2krfwQS BfAdVrn WgFS3gPMsTOTvET1 euhOJpGnzmGxC 5-8-6 10-0-0 14-3-10 20-0-0 21-4-0 5-8-6 4-3-10 4-3-10 5-8-6 1-4-0 f Scale=1:35.2 4x6 = 3x6 = 5x8 = 3x6 = I� 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 0.48 Vert(LL) -0.16 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.35 '7-10 >686 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 87lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4=8-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 5=0-8-0 Max Horz 1=224(LC 8) Max Uplift 1=-348(LC 10), 5=-454(LC 10) Max Grav 1=738(LC 1), 5=814(4C 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1223/1006, 2-3=-935f780, 3-4=-934/777, 4-5=-1217/986 BOT CHORD 1-7=-715/1133, 5-7=-686/1061 WEBS 3-7=-402/592, 4-7==408/437, 2-7=-417/471 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5:Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-11-10, Interior(1) 3-11-10 to 6-0-6, Exterior(2R) 6-0-6 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Exterior(2E) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 lb uplift at joint 1 and 454 lb uplift at joint 5. %. pUIN V i�. NS'. No 68'1.82 .0 ST G:O <Ci A6W 4oa4uln Velei PE.N6.6S182 MITek USA',, Inc. FL Cert 6634 6904 6* Easf Blvd. Tampa FL 93610 Dater February 11,2021 ® WARNING.- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 5N 9/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiTek 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 bracingof trusses and truss systems, see ANSI?Plf quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply LOT 49/1 WATERSTONE • T22804713 2644811 D02A GABLE 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), - Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:50 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-WwP 18mTpQUIMSw41 oAbvxZPi7tSVCV02v22NoEzmGxB 1-4-0 10-0-0 20-0-0 21-4-0 1-4-0 10-0-0 10-0-0 1-4-0 a 4z6 = 2u 19 • 16 17 16 15 .14 2x4 II 2x4 II 2x4 II 5x6 = 2x4 II 2x4 ,II 2x4 II Scale = 1:37.5 Plate Offsets (X,Y)--[2:0-4-0,073-1],fl2:0-4-0,0-3-11[17:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 13 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 12 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 105 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 P BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0.. (lb) - Max Horz 2=-219(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 18, 19, 16, 15 except 2=-175(LC 10), 12=-175(LC 10), 20=-129(LC 10), 14=-129(LC 10) Max Grav All reactions 250 lb or less atjoint(s) 2, 12, 17, 18, 19, 16, 15 except 20=279(LC 15), 14=284(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 6-7=-78/290, 7-8=-78/290 WEBS 4-20=-203/300, 10-14=-208/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) -1-4-0 to 2-7-10, Exterior(2N) 2-7-10 to 6-0-0, Corner(3R) �1111.1111"� 6-0-0 to 14-0-0, Exterior(2N) 14-0-0 to 17-4-6, Corner(3E) 17-4-6 to 21-4-0 zone;C-Cfor members and forces & MWFRS for 0" U N F� �j: reactions shown; Lumber DOL=1.60 plate grip DOL=1.60Q.Q .; • 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 ENS F 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 � N.O 68182• to the use of this truss component. 5) Gable requires continuous bottom chord bearing. .�. 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. �_.-10 8) * This truss has been designed fora 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. �O ST O F : 9) Lumber designated with a ?" is -treated with Plate lateral have been 20% 1. �4 pressure preservatives. resistance values reduced where used in this lumber. Plates should be from the 0 R;1 \,,� protected corrosion per recommendation of the treatment company. Borate or other suitable treatment be Corrode doesCQ,design. may usedit the -8 treated lumberused, improved is G1 with protection required, and 51 gavan iedtplates may bet used this design. IIncising factors havelnot b en consideredcorrosion ths Building designer to verify suitability of this product for its intended use. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 19. 16, 15 Joaquln Velez PE.N0.66162 except at=lb) 2=175, 12=175, 20=129, 14=129. M0606A,.lnc. FLBert6634 6904 Pattie Bst Blvd: Tampa FL 3361D Date_ February 11,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2620 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 Welk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fp/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply. LOT 49/1 WATERSTONE T22804714 2644811 E7 JACK 4 1 Job Reference (optional) (Plant Urly, t-L), Vlant Gity, I-L - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:51 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-_7yPL6 URBotD44fD Mt68Un)dNGdJxzfB8iowKgzmGxA 1 4 0 7-0-0 1-4-0 7-0-0 Scale = 1:22.6 I 3x6 = 7-0-0 7-0-0 Plate Offsets (X Y)-- [2:0-04Ed e] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.22 4-7 >381 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.23 4-7 >368 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=162(LC 10), 2=-184(LC 10) Max Grav 3=198(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteflor(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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.� �o", 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing capable 100 lb ;�, SN '�•,: VFW plate of withstanding uplift at joints) except (jt=1b) 3=162, z=1aa. �� PQ . E N,S F� v. F No_. 681.822 `ST. VV,OF :�44/ �Ucnal��� Joaquin Velez FE I46.66i82 M[Tgk USA„Inc. k C6rt 6634. 6904 _0ark6) tifQtud. Tampa FL.33610 Date: February 11,2021 -- ® WARNING - Verify tlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFOREUSE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not at uss 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 acid/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 49/1 WATERSTONE T22804715 2644811 E7V SPECIAL 7 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:52 2021 Page 1 I D:193QGWBBpX3jR187zeOm7kz5?ad-SJ WnZS U4y504iEEPwbdN I_UsGgyfgQuKNMXTs6zm Gx9 1-41 7-0-0 1-4-0 7-0-0 i 3x6 Scale = 1:22.6 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 _ Vert(LL) 0.23 4-7 >354 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.23 4-7 >356 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hcrz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-9-5 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live loadnonconcurrent 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=166, 2=179. IN No. 68182 •: S OF .0 �•:=kid` -1 Jill T Joagbin,Velei PE N6.66W INITekUSA„ ImR,Cert604. 6904:Pail a East Blvd. Tampa F1, 33610 Date: February 11,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 5/19/2020 rev. BEFORE USE. Design valid for use only with MiTeke 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 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty LOT49/1 WTERSTONE T22804716 2644811 E7VP SPECIAL 7 b Reference (optional) trmui ­Ly, ru/, flId Iant uny, rL - 03001, B.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:52 2021 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-SJ WnZSU4y504i EEPwbdN 1_UvlozzgQuKNMXTs6zmGx9 1-4-0 Scale = 1:22.6 Plate Offsets (X,Y)-- (2:0-6-7,0-0-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.21 4-7 >387 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.19 4-7 >436 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 31 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=308(LC 10) Max Uplift 3=-153(LC 10), 2=-307(LC 10), 4=-150(LC 10) Max Grav 3=157(LC 15). 2=336(LC 1), 4=140(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins. BOT CHORD Rigid.ceiling directly applied or 6-0-1 cc bracing. NOTES-. 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDLm4.2psf; BCDL=5.Opsf; h=15ft; 6=45ft; Lm 0ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) 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=153,2=307,4=150. QUI N.r No 681;82, =p. C ST. OF O A w. ` <QRIO \:�� Joaquln Velez PE N6.66182 MTek USA, Jnc1l. Cert66.34 6904_Parke East"Blvd. Tampa,Fi. wain February 11,2021 -- ® WARNING - Ver'dy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.'6/19/2020 BEFORE USE. ��• Design valid for use only with 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 oftrusses and trusssystems, see ANSYTPI1 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 49/1 WATERSTONE T22804717 2644811 G01 Hip Girder 1 1 Job Reference (optional) �uildrs rearouuicn tnant t ny, FL), Plant City, rL - 4600/, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:53 2021 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-wV49mnVijP8xJOpcU18cZC1874HXPgwUcOH 1 PYzmGx8 1 4-0 3-4-14 7-0-0 10-0-0 13-0-0 16-7-2 20-% 21-4-0 1-4-0 3-4-14 3-7-2 3-0-0 3-0-0 3-7-2 3-4-14 '1-4-0 Scale = 1:36.9 4x6 = 3x4 = 46 = 4 5 6 Io 1 46 = ' 3x8 = — — 3x8 = 46 = /-u-u 7-0-0 13-0-0 6-0-0 20-0-0 - 7-0-0' -'- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.16 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.21 10-18 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=171(LC 7) Max Uplift 2=-909(LC 8), 8=-909(LC 8) Max Grav 2=1851(LC 13). 8=1851(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3449/1701, 3-4=-3213/1615, 4-5=-2875/1496, 5-6=-2875/1496, 6-7=-3213/1615, 7-8=-3450/1701 BOT CHORD 2-12=-1391/3184, 10-12=-1392/3066, 8-10=-1391/3057 WEBS 3-12=-290/155, 4-12=-101/564, 5-12=-327/271, 5-10=-327/271, 6-10=-101/563, 7-10=-291/155 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load, nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except 0=11b) 2=909, 8=909. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 605 lb down and 376 lb up at 13-0-0, and 605 lb down and 376 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-6=-112(F=-58), 6-9=54, 13-16=-42(F=-22) Concentrated Loads (lb) Vert: 4=-347(F) 6=-347(F) ,�Qiilll;lf//�� oP'aUI c N�VF�F RD 68182 • 4 -p S O F February 11,2021 ®-- WARNING --Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/20BEFO 0 .RE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, andis for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 oftrusses and truss systems, see ANSI1rPI1 Quality Criteria, DSB.99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 49/1 WATERSTONE T22804718 2644811 G02 Hip 1 1 Job Reference (optional) U. _rS FeSL000 Ce imam uny, rLl, Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:54 2021 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-OieY_7 WKTjGoxYOo 10fr6PZKyUhM8HsdggOax?zmGx7 4-6-9 9-0-0 11-0-0 15-5-7 20-0-0 4-6-9 4-5-7 2-0-0 4-5=6 4-6-9 3 46 = 4x6 = Scale = 1:36.4 3x6 = 3x4 = 4x6 = 3x4 = 3x6 = y_u_u 11-0-0 .'. ..._ - 20-0-0 9-0-0 2-0-0 9-0-0 Plate Offsets (X Y)-- r1.0-6-0,0-0-21[6:0-2-12 0-1-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud, PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.29 9-12 >817 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 6=0-8-0 Max Horz 1=-185(LC 8) Max Uplift 1=-352(LC 10), 6=-352(LC 10) Max Grav 1=740(LC 1), 6=740(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or.less except when shown. TOP CHORD 1-2=-1294/1062, 2-3=-994f793, 3-4=-838f785, 4-5=-994/793, 5-6=-1294/1062 BOT CHORD 1-9=-861/1197, 7-9=-447/838, 6-7=-861/1147 WEBS 2-9=-437/462, 3-9=-149/287, 4-7=-149/287, 5-7=-438/462 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extericr(2E) 0-0-0 to 3-11-10, Exterior(2R).3-11-10 to 16-0-6, Exterior(2E) 16-0-6 to 20-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load, shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 1=352, 6=352. ♦ Q` �� �I V. F �= No. 6.8 fa-2 S Tr OF ' 44/ ::O w a &Sf Blvd: Tafffpa FL.33610 February 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 iVliTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/?P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply LOT 49/1 WATERSTONET22804719 TGO 2644811 Hip Girder 1 Job Reference (optional) •••_-•- • ••-•���•�� v •� •• Y. r, s rvov au zuzu MI t eK Inaustrles, Inc. I nu Feb 11 U7:52:55 2021 Pagel I D:3xt?Yd6RbYnX016Sf6ghjjz4cnz-suCwBTXyE00fZiz_bjA4ed6UDu4ptYen3Km7TRzmGx6 10-M 4-8-13 9-9-0 1 -0 0 153-3i 20-0-0 4&13 5-03 0.3- 5-03 4-8-13 0-3-0 Scale = 1:37.7 4x6 I I Ig 5x6 — 4xl0 MT20HS = 10x12 — 4x12 11 1.5x8 STP = 4xl2 11 1.5x8 STP = 5x6 = 103-0 4-8-13 9-M 1 -0 0 153-3 20-0-0 4e-13 5-0-3 0.3- 5.0-3 4-8-13 0-3-0 Plate Offsets (X,Y)-- [1:0-2-4,0-0-3] [5:0-3-0 0-2-13] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.19 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.47 Vert(CT) -0.26 6-7 >911 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 cc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc.bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=202(LC 6) Max Uplift 1=2244(LC 8), 5=-2282(LC 8) Max Grav 1=5042(LC 13), 5=5131(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9545/4275, 2-3=6504/2973, 3-4=-6506/2973, 4-5=-10067/4504 BOT CHORD 1-9=-3758/8664, 7-9=-3758/8664, 6-7=-3962/8979, 5-6=-3962/8979 WEBS 2-9=-937/2337, 2-7=-3055/1412, 4-7=-3567/1635, 4-6=-1130/2778, 3-7=-2367/5406 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. ,,,� ', 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to connections have been to distribute loads ,*. U N ply provided only noted as (F) or (B), unless otherwise indicated. �� P.Q 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph Vasd=124mph; �� ,� .! CIE N, �i (3-second gust) TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. v •.' �%: F�'• II; Ecp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 i 5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific NO 6818.2 to the use of this truss component. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 'O , �, cc 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 ST OF will fit between the bottom chord and any other members. 9) Provide . O ��.;T • �. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Q� .� �� \;�? 1=2244, 5=2282. 10) otherHanger(s) or connection be Q •R• shall provided sufficient to 1 1 4-0. 805 Ib down 2Ib at�3-4 (415 ! - �IN A' and 3 up 0, 882 lb down and 385 lb up atp5-4-0, 949 lb down and lb p at 7-4-0, 946 lb down ' and 413 Ib up at 9-4-0, 946 Ib down and 413 Ib up at 11-4-0, 946 Ib down and 413 lb up at 13-4-0, 719 lb down and 314 lb up at 15-4-0, and 8471b down and 3701b up at 16-0-0, and 904 lb down and 395.Ib up at 18-0-0 on bottom chord. The design/selection Joaquln.Vele PE,No.B6182 of such connection device(s) is the responsibility of others. MiTek USA,.Inr.,FL Nit 6634 6904-Paflie East"Blvd: Tampa FL.33610 LOAD CASE(S) Standard pad:' February 11.2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/20?0 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek° 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 ANSffP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job . Truss Truss Type Qty Ply LOT 49/1 WATERSTONE' T22804719 2644811 G03 Hip Girder 1 ---__ Job Reference (optional) •_-•- • ••-•�-�•w �• •�•• �•n �n r, mgau s Nov cu zuzu ml I eK Inaustrles, Inc. I nu I-eb 11 U7:52:55 2021 Page 2 I D:3xt?Yd6RbYnX016Sf6ghjjz4cnz-suCwBTXyE00fZiz_bjA4ed6UDu4ptYen3Km7TRzmGx6 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 1-5=-20 Concentrated Loads (lb) Vert: 6=-660(F) 14=-739(F) 15=-739(F) 16=-809(F) 17=-871(F) 18=-868(F) 19=-868(F) 20=-868(F) 21=-777(F) 22=-829(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 mv. 5/19/2020 BEFORE USE.• Design valid for use only with MiTek® connectors. This design is based only upon 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 . MITgK• 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 ANSb TP/f 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 6 Truss Truss Type Qty Ply LOT 49/1 WATERSTONE 2644811 H7 MONO TRUSS 2 1 T22804720 rl'OH.— Di., . n: Job Reference (optional) - - - - �• -• • •-••- �••,• • - - o.q�U s rvov aU ZUCU Ivu I etc Inausines, mc. I nu veo l l ut:52:56 2021 Pagel ID:3xt?Yd6RbYnX016Sf6ghj z4cnz-K4mlOpYa?KW WArYA9QhJBgfdVHLhcBpwlzVh?tzmGx5 1-10-10 4-6-7 9-10-1 1-10-10 4-6-7 5-3-10 Scale = 1:22.0 4-6-7 5-3-10 Plate Offsets (X Y)-- r2:0-2-4,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.15 6-7 >788 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-6-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=166(LC 8), 2=-226(LC 8), 5=-78(LC 8) Max Grav 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-734/233 BOT CHORD 2-7=-330/681, 6-7=-330/681 WEBS 3-7=0/322, 3-6=-719/349 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid.ceiling directly applied or 9-8-5 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Enci., 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 fall 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) 5 except Qt=lb) 4=166,2=226. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and'62 lb up at 1-5-12, 56 lb down and 62 lb up at 1-5-12, 5 lb down and 68 lb up at 4-3-11, 5 lb down and 68 lb up at 4-3-11, and 50 lb down and 138 lb up at 7-1-10, and 50 lb down and 138 lb up at 7-1-10 on top chord, and 22 lb up at 1-5-12, 22 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11. 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5.8=-20 IN �V��4, GCE N S •;cam F NO 68182 'S: OF � .. .� ._ lS' YSp N Q1t Joaquin Vele PE N6.66182 MITek USA,.Inc. FL Cert 604. 6904;Parke East Blvd. Tampa FL33610 Dater . February 11-2021 Continued on Dace 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFJC REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. OFDesign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 4911 WATERSTONE ' T22804720 2644811 H7 MONO TRUSS 2 1 Job Reference o tional �_^- •� • ••�•��� �� •�^ •r, ��, n �� ����r, n.gsu 5 NOV 3U ZU2U MI I eK Industries, Inc. Thu Feb 11 07:52:56 2021 Page 2 ID:3xt?Yd6RbYnXO16Sf6ghj z4cnz-K4mlOpYa?KWWArYA9QhJBgfdVHLhcBpwlzVh?tzmGx5 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=36(F=18, B=18) 7=-11(F=-5, B=-5) 11=46(F=23, B=23) 12=-99(F=-50, B=50) 13=22(F=11, B=11) 14=-51(F=-25, B=25) ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ��• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1lliTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSI?P/1 Quality Criteria, DSB-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 A Truss Truss Type City Ply LOT 49/1 WATERSTONE T22804721 2644811 H7V SPECIAL 2 1 Job Reference (optional) ouim— r u-ta-m— trrarlr liay, FL), Plan C;t[y, FL - 33Jo t, itW 1-10-10 15-4-1 3x4 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Feb 11 07:52:56 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-K4rril OpYa?KW WArYA9QhJBgfeTHNQc9ZwizVh?tzmGx5 9-10-1 9-10-1 Scale = 1:22.1 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 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 41lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=170(LC 8), 2=-248(LC 8), 5=-163(LC 5) Max Grav 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=689/933, 6-7=-699/932 WEBS 3-7=0/293, 3-6=-918/685 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing 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 atjoint(s) except at=lb) 4=170, 2=248, 5=163. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67 lb down and 52 Ito up at 1-5-12, 80 lb up at 4-3-11, 80 lb up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 ib down and 7 lb up at 4-3-11. 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 "01 N,VA J,.•G�ENS; No: '681W OF �'�s`S`O N AL E����• Joaquln Velez FE N6.66182 MiTek USkInc. FL Wit 6634 6904;Partie &a Blvd. Tampa FL 33610 Dater February 11,2021 -- ® WARNING -Verify design parameters and READ; NOTES ON THIS AND INCLUDED MITFJ(REFERENCE PAGE Mt1-7473 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 oftrusses and truss systems, see ANSITP11 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 • a. f Truss Truss Type City Ply LOT 49/1 WATERSTONE 2644811 HN SPECIAL 2 1 T22804721 R„ilricrc Cr.clCn.�...e /ol.,../ — Job Reference (optional) • ...., ^„ - a.93u a Nov 3U zuzu MI I eK Industries, Inc. I nu Feb 11 07:52:56 2021 Page 2 I D:193QG WBBpX3jR187ze0m7kz5?ad-K4ml OpYa?KW WArYA9QhJB gfeTHNQc9ZwlzVh?tzmGx5 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=99(17=-50, B=50) 14=23(F=11, B=11) 15=-11(F=-5, B=-5) 16=-51(F=-25, B=-25) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITIX REFERENCE PAGE MII-7473 rev. 5I19I2020 BEFORE USE. ��• Design valid for use only withMiTek® 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 Mire i[• 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 oftrusses and truss systems, see ANSbTP/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 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss qq and fully embed teeth. 0-r16 � - -I- For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 BOTTOM CHORDS . 8 7 K 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are inaccordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved MiTek® MiTek Engineering Reference Sheet: Mll-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 BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by 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 ANSUTPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.