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HomeMy WebLinkAboutTrussr 258 Southhall Lane, Suite 200 Maitland, Florida 32751 D P: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com 8 Website: www.fdseng.com ENGINEERING ASSOCIATES February 17, 2021 Building Department Ref: Adams Homes Lot: Lot 39 Blk.1 Subdivision: Fort Pierce - Waterstone Address: 5459 Lugo St. Model: 1820 D LHG KA # 21-1771 Truss Company: Builders First Source Date of drawings: 2/12/21 Job No.: 2644817 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, 2/17/2021 Carl A. Brown, P.E. FL. # 56126 ,0%% !61-D e TCr,° .` ENS • • • FS `d Zi No 87 e s a ° � OF : � Luis Pahy T6rces FL. # `� 64.sis�:�a�. FDS Engineering Associates, A TSG Company "Your Building Code Experts" r x ®■■■■■■■■■■■■■■■■■■■� \� IIIIIII� MEN III IIIIIII� IIIIIII� IIIIII� �III� IIIIIIII� IIIIIII� IIII� IIIIIII� IIIIIII� IIIII� �IIIIII� IIIIIII� III<I� I�..IIIIIIII� IIiII� II� LM NMI ME Eau ME ■1 � ilk■1■ t'-PR-4am ►` mum .4 MEN MMM MEN MEM MEN ME MEN MME 1069 ■ ❑' Reviewed and Approved ❑ Revise and Resubmit ❑ Reviewed with Notations ❑ Not Reviewed (see explanation) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that ofall other trades and performing his work in a safe and satisfactory [Wanner IDS ENGINEERING ASSOCIATES Date: 02/17/2021 By: BH Submittal No.: Project No.: 21-1771 Project Eng.: Luis T Project Name: Ad. Homes - Fort Pierce- Waterston, Lot 39 Blk. 1 VERJ Y ALL DIMENSIONS AND CEIUNG dJNpWONS 1100R TO APPROVAL SOME MUM FRAMING REOUIRED IN RELD BY SULDER MAIN WIND FORCE, RESISTING SYSTEWI HYBRID WIND ASCET-10 IMPORTANT ENCLOSED EXPOSURE CATEGORY C OCCUPANCY CATEGORY 0 This Drawing Must Be App ad And Will Ick All BUSSES HAVE BEEN OESIGNEO FOR A 10.0 PSF ROTrOM CHORD L LOAD n=ONCURREM WRH ANY OTHER LN LOADS ROOF LOADING FLOOR LOADING TCLL: 20 PSF TCLL- 40 PSF TCDL- 07 PSF TCOL: 10 PSF BCDL: 10 PSF BCDL: 5 PSF TOTAL: 37 PSF TOTAL' 55 PSF DURATION: 1.26 DURATION: 1.00 Returned Before Fabricati( Begin. For Your Protection C Dimensions And Conditions Approval Of Plan. SIGNATURE BELOW INDICA NOTES AND DIMENSIONS BEEN ACCEPTED. By Dat( ALL 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 Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE BUILDER: Adams Homes PROJECT: Single Family MODEL: 1820 ADDRESS: 609 LUGO ST LOT / BLOCK: 3911 SUBDIVISION: WATERSTONE FT PIERCE RAWN BY: K SANCHEZ JOB # : 264017 DATE: 02N0/2021 SCALE: NTS PLAN OAT.: 2021 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant City, FL 33563 Ph.(813) 306-1300 Fax (813) 305-1301 RECEIVED r . M11TO, MAR 0 5 707 - Permitting Department St. Lucie RE: 2644817 MiTek USA, Inc. LOT 39/1 WATERSTONE 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Adams Homes Melbourne - Bill R Project Name: 2644817 Lot/Block: LOT 39/1 Model: 1820 D Address: 5459 LUGO ST Subdivision: WATERSTONE City: FT PIERCE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 25 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T22799109 A01 2/12/2021 21 T22799129 D03 2/12/2021 2 T22799110 A02 2/12/2021 22 T22799130 E1 2/12/2021 3 T22799111 A03 2/12/2021 23 T22799131 E7V 2/12/2021 4 T22799112 A04 2/12/2021 24 T22799132 H1 2/12/2021 5 T22799113 A05 2/12/2021 25 T22799133 H7V 2/12/2021 6 T22799114 A06 2/12/2021 7 T22799115 A07 2/12/2021 8 T22799116 A08 2/12/2021 9 T22799117 A09 2/12/2021 10 T22799118 A10 2/12/2021 11 T22799119 All 2/12/2021 12 T22799120 A24 2/12/2021 13 T22799121 B01 2/12/2021 14 T22799122 B01A 2/12/2021 15 T22799123 B01 B 2/12/2021 16 T22799124 Bll 2/12/2021 17 T22799125 C1 V 2/12/2021 18 T22799126 C3V 2/12/2021 19 T22799127 C5V 2/12/2021 20 T22799128 D01 2/12/2021 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. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek 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. 12, 2021 1 of 1 Job s Truss Type Qty Ply LOT 39/1 WATERSTONE [AO T22799109 2644817 SPECIAL 8 1 Job Reference (optional) s FlrstSource (Fiant City, FL), Hlant City, I-L - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:24 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-K7JP69DGwnuvm LMFJ8zmDmS_x9hDQ61Q_g7JwCzmVkT r1-4-0, 8-3-0 11-11-12 19-10-0 27-8-4 33-5-0 39-8-0 41-0-q 1-4-0' 6-3-0 5-8-12 7-10-4 7-10-4 5-8-12 6-3-0 1-4-0� 6.00 12 4x10 MT20HS � 3.00 F12 46 = 5x6 = Scale=1:72.4 4x10 MT20HS ZZ LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.91 BC 0.90 WS 0.71 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud -0.63 10-11 >759 240 -1.15 10-11 >413 180 0.59 8 n/a n/a PLATES MT20 MT20HS Weight: 197lb GRIP 244/190 187/143 FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,6-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 6-11, 4-12 13-14,10-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1793(LC 15). 8=1793(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5905/2705, 3-4=-5621/2545, 4-5=-2780/1527, 5-6=-2739/1527, 6-7=-5299/2545, 7-8=-5593/2705 BOT CHORD 2-14=-2278/5679, 12-14=-1502/3876, 11-12=-680/2253, 10-11 =-1 502/3376, 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 Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Extedor(2R) 15-10-6 to 23-9-10, Intedor(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 20.0psf on the (bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSl/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 Qt=lb) 2=797, 8=797. February 11,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall MF 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 ANS11rPlf 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 39/1 WATERSTONE T22799110 2644817 A02 SPECIAL 2 1 Job Reference (option Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:27 2021 Page 1 ID:193QG WBBpX3jRl87zeOm7kz5?ad-ki?XIBG9DiGUdo5q?GWTrP4VRNk8dTlsgoMzxxzmVkQ r1-4-0, 6-3-0 11-11-12 19-0-0 20-8-0, 27-8 4 33 'D 39-M 41-" 1-4-0 5-8-12 7-0-4 1-8-0 7-0-4 5-8-12 6-3.0 1-4-0 5x8 :::: 3.00 12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 LumberDOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20201rP12014 LUMBER - TOP CHORD 2x4 SP No.2 "Except' 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except` 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) 6.00 12 3x4 = 5x6 = 5x6 = 5 6 5x8 ZZ Scale=1:73.4 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 244/190 BC 0.88 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 WB 0.76 Horz(CT) 0.57 9 n/a n/a Matrix-MSH Weight: 218lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4905/2784, 3-4=-4621/2623, 4-5=-2726/1752, 5-6=-1932/1439, 6-7=-2726/1752, 7-8=-4621/2623,8-9=-4905/2784 BOT CHORD 2-16=-2350/4717, 15-16=-1549/3216, 13-15=-776/1929, 12-13=-776/1929, 11 -1 2=-1 549/3091, 9-11=-2351/4431 WEBS 3-16=-282/293, 4-16=-742/1736, 4-15=-12161792, 5-15=-573/1132, 5-13=-267/321, 6-13=-267/320, 6-12=-573/1068, 7-12=-1137/792, 7-11=-743/1605, 8-11=-296/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2R) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. " 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=797, 9=797. J 0 N February 11,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 6/1912020 BEFORE USE. ' Design valid for use only with 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 pp� 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 personalinJury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH 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 City Ply LOT 3911 WATERSTONE T22799111 2644817 A03 SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:29 2021 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-g46HAtHPIJXBt6FD6hYxwg9qiAP_5Nx986r4bPzmVkO r1-4-0 6-3-0 111 1-12 17-0-0 22-8-0 27-8-5 33-5-0 39-8-0 41-0-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 fh O 6.00 12 5x6 = 5x8 = 4x10 MT20HS 3.00 F12 4x10 MT20HS ZZ 39-8-0 Scale = 1:75.2 T O_ 9 9 T N Ic 6 LOADING (psf) SPACING-, 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.91 Vert(LL) -0.62 11-12 >769 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.86 Vert(CT) -1.12 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: 202 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing. directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 4-14, 6-14, 7-12 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1799(LC 15), 9=1801(LC 16) 'FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5904/2977, 3-4=-5589/2795, 4-5=-2863/1738, 5-6=-2546/1644, 6-7=-2773/1738, 7-8=-5320/2795, 8-9=-5644/2977 BOT CHORD 2-15=-2526/5637, 14-15=-1660/3794, 12-14=-1034/2565, 11-12=-1660/3367, 9-11=-2526/5110 WEBS 3-15=-294/324, 4-15=-797/2189, 4-14=-1428/799, 5-14=-420/998, 6-14=-251/253, 6-12=-420/1108, 7-12=-1355/799, 7-11=-797/2035, 8-11=-306/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS.(directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 9=797. 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 MTekwO 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 iViiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the W WOW . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway; Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply LOT 3911 WATERSTONE =A'04 T22799112 2644817 SPECIAL 2 1 Job Reference o tional PlrstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:33 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-ZsMo?EKwpYIdLjY LXdt4gKYwnmb1Eil3kpHkBzmVkK r1-4.0, 5-11-1 9-6-9 15-0-0 _ 11-10.0 24-8-0 30-1-7 33-8-15 39.8-0 41-0-4 '1-4-0' 5-11-1 3-7-9 5-5-7 4-10-0 4-10-03-7-9 5-11-1 6.00 12 5x6 = 3x4 = 5x6 = 25 6 26 7 Scale=1:73.4 28 1.5x8 STP = 10 11 4x12 3.00 12 4x12 3x8 MT20HS 11 3x8 MT20HS // 8-8-0 15-0-0 24-M 31-0-0 39-8-0 8-8-0 6-4-0 9-8-0 6-4-0 8-8-0 Plate Offsets (X,Y)— [2:0-1-15,1-2-15], [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 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.67 13-15 >715 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.16 13-15 >410 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 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: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-335(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Grav 2=1804(LC 15), 10=1804(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5834/3030, 3-4=-5622/2947, 4-5=-3283/1933, 5-6=-2934/1832, 6-7=-2836/1832, 7-8=-3175/1933, 8-9=-5371/2947, 9-10=-5595/3030 BOT CHORD 2-16=-2565/5553, 15-16=-2182/4748, 13-15=-1410/3054, 12-13=-2182/4303, 10-12=-2565/5077 WEBS 4-16=-610/1626, 4-15=-1922/1023, 5-15=-527/1184, 7-13=-527/1190, 8-13=-1814/1023, 8-12=-610/1514, 6-15=-339/205, 6-13=-339/205 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(21R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 10=797. 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 MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply LOT 3911 WATERSTONE T22799113 2644817 A05 SPECIAL 1 1 Job Reference o tional b timers rirstJource (runt Glty, rL), Hlant u[y, FL - 33bb/, 8.43U S NOV 3U MU Mi I eK Inaustrles, Inc. 1Ne0 Feb 1U 1b:U2:34 2U21 Hage 1 I D:193QG W BBpX3jR187zeOm7kz5?ad-12wADaLYas9Uzt7AvE86dtthhB5_mcluHOYrHdzmVkJ 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 5x8 = 6.00 12 4 23 24 5x6 i 22 3 1.5xB STP = 21 14 2 13 c1 6x12 MT20HS = 3x4 = 5x8 % 3.00 12 8-8-0 Scale = 1:73.4 3x4 = 5x8 = 5 25 266 27 5x6 T 0 7 v 28 1.5x8 STP = 0 12 11 10 c 4x6 = 3x4 = 6x12 MT20HS - 89 I`� w , o 5x8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2020/TP120.14 CSI. TC 0.95 BC 0.94 WB 0.80 Matrix-MSH DEFL, Vert(LL) Vert(CT) Horz(CT) in floc) I/defl L/d 0.62 10-11 >762 240 -0.9611-13 >498 180 0.59 8 n/a n/a PLATES MT20 MT20HS Weight: 190 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 31 'Except' 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1540(LC 1), 8=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4919/3101, 3-4=-4613/2924, 4-5=-3036/2083, 5-6=-3036/2083, 6-7=-4613/2924, 7-8=-4919/3101 BOT CHORD 2-14=-2640/4556, 13-14=-1511/2821, 11-13=-1772/3223, 10-11=-1511/2821, 8-10=-2640/4445 WEBS 3-14=-371/397, 4-14=-1038/1926, 4-13=-149/535, 5-13=-399/275, 5-11=-399/275, 6-11=-149/535, 6-1 0=-1 038/1815, 7-10=-378/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C ExteHor(2E) -1-4-0 to 2-7-10, Intedor(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 atjoint(s) 2, 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=797,8=797. February 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 611W020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall _ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TPN 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 3911 WATERSTONE T22799114 2644817 A06 SPECIAL 1 1 Job Reference o tional CUllaers rirsioource trlam Lny, rLJ, Mani Uly, rL - 10001, C.4Ju s NOV JU ZUZU MI I eK inaustries, Inc. vvea reo -iu-io:uC.3o luz I rage -I ID:193QG WBBpX3jR187zeOm7kz5?ad-VETZQwMAK9HLb1 iNTyfLA5PsmbVEV7p2W210p3zmVkl r1 4 0, 5-11-1 11-0-0 17-0-0 22-8-0 28-8-0 33-8-15 39-8-0 Al-0-0 1 4-05-0-15 6?0-0 5-8-0 6-0-15 5-11-1 Scale = 1:72.0 5x6 = 2x4 II 4 24 25 5 6.00 12 5x6 = 5x6 = 6 26 27 7 29 1.5x8 STP = 5x8 % 3.00 12 5x8 LOADING (pso 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 FBC2020rrPI2014 CSI. TC 0.93 BC 0.68 WB 0.56 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.73 12-14 >656 240 -1.03 14-15 >464 180 0.58 9 n/a n/a PLATES MT20 MT20HS Weight: 209 lb GRIP 2441190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. BOT CHORD 2x4 SP M 31 *Except* 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC'1), 9=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3105, 3-4=-4608/2845, 4-5=-4142/2674, 5-6=-4142/2674, 6-7=-4145/2676, 7-8=-4608/2844,8-9=-4916/3104 BOT CHORD 2-15=-2648/4483, 14-15=-1790/3279, 12-14=-2246/4158, 11-12=-1791/3281, 9-11=-2647/4442 WEBS 3-15=-333/385, 4-15=-745/1516, 4-14=-511/1116, 5-14=-321/300, 6-12=-381/301, 7-12=-511/1117, 7-11=-742/1461, 8-11=-342/385 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Extedor(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied. roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the Bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSIrTPI 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 100 lb uplift at joint(s) except (jt=lb) 2=797. 9=797. 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 onlywith MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall w� AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing !VI iTek` I. 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 ANS11 Pl1 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 3911 WATERSTONE T22799115 2644817 A07 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 16:02:37 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-RdbJrcNQsnX3gLslaNipFW VEdPEYzOgLzMnVuyzmVkG r1-4-0, 4-6-5 9-0-0 15-10-8 23-9-8 30-8-0 35-1-11 39-8-0 81-0-9 1 4-0 4-6-5 4-5-11 6-10-8 7.10-15 6-10-8 4-5-1.1 4-6-5 1 4-0 Scale=1:72.0 6.00 12 3x6 5x6 = 3x4 = 27 2829 5 5x8 = 5x6 = 3031 32 7 2x4 11 3x4 = 2x4 11 3.00 12 26-0-0 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.50 Vert(CT) 0.1715-16 >942 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 187 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc 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 at joint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/494, 3-4=-338/135, 4-5=-325/669, 5-6=-58/715, 6-7=-348/707, 7-8=-471/221, 8-9=-1083/570 BOT CHORD 2-18=-291/979, 17-18=-295/986, 16-17=-23/293, 15-16=-328/181, 13-15=-426/296, 12-13=0/332,11-12=-365/945, 9-11=-359/937 WEBS 3-17=-599/468, 4-17=-51/419, 4-16=-986/630, 5-16=-792/685,5-15=-520/206, 6-15=-489/297, 7-12=-72/391, 8-12=-588/458, 6-13=-773/671, 7-13=-997/703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 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 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2, 302 lb uplift at joint 9, 686 lb uplift at joint 16 and 715 lb uplift 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: :ontinued on page 2 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 MOW always required for stability and to prevent collapse with possible personabinjury 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 39/1 WATERSTONE T22799115 2644817 A07 SPECIAL 1 1 Job Reference o tional aunuers mrslaource kmani cny, I-L), mam Lay, rL - 330bt, 8.43U s Nov 30 2020 MI rek Industries, Inc. Wed Feb 10 15:02:37 2021 Page 2 ID:193QG WBBpX3jR187zeOm7kz5?ad-RdbJrcNQsnX3gLslaNipFW VEdPEYzOgLzMnVuyzmVkG LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 17-19=-20, 12-17=-20, 12-22=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=105, 2-25=59, 25-26=47, 4-26=70, 4-28=70, 28-31=47, 7-31=70, 7-33=70, 33-34=47, 9-34=59, 9-10=105, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-113, 2-25=-67, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. 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 Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-4=13, 4-29=45, 29-32=26, 7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5, 9-10=15. 17-19=-20, 16-17=-20, 13-16=1O(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10=-12 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10=45, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=1O(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 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 15) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=-53, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 015 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 18) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 5/19/2020 BEFORE USE. OFDesign valid for use only with MiTek® connectors. This design is based only upon parametersshown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabilityof design parameters and propedy Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMI 11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 39/1 WATERSTONE T22719116 2644817 A08 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant city, FL), Plant city, FL - 33567, 8.43U s Nov 3U ZUZU MI I eK Industries, Inc. Wen heo I 15:UZ:38 ZUZI Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-vp9h2yO2d4fwSURy84D2nj1 PfoUYiOQUCOW2QOzmVkF r1-4-0 7-0-0 12-3-1 16-0-8 19-10.0 22-5-14 26-3-5 32-8-0 39-8-0 41-0-9 1-4 0 7-0-0 5-3-1 3-9-8 3-9-8 2-7-14 3-9-8 6-4-11 1-4-0 Scale = 1:72.0 5x6 = 3x8 = 3x4 2x4 II 5x6 = 5x12 5x6 = 6.00 12 = = 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 1.5x8 STP = 0 1 2 5 8 = 36 37 38 3b 40 15 14 41 6x8 = 3x6 = 3x8 = 3x6 ::� 3.00 12 42 43 44 45 46 12 5x12 = 6x8 = ro N 1.5x8 STP = N 1 �*� 0 11 Iq 0 3x6 7-1-8 12-3-1 12 -0 19-10-0 26-2-0 26�$-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 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [3:0-3-0,0-2-0], [4:0-3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8,0-2-8],[9:0-4-0,0-2-8],.[10:0-0-10,Edge], 112:0-8-0,0-0-8], 113:0-3-8,0-3-0], r16:0-3-8,0-3-01, [17:0-5-4,0-0-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 14-16 >696 240 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 LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 177 lb FT = 20 TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at=length) 16=0-4-0, 13=0-4-0. (lb)- Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-356(LC 8), 10=-429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-1038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=-856/1302, 7-8=-866/1022, 8-9=-1360/708, 9-1 0=-1 598/729 BOT CHORD 2-17=-263/1089, 16-17=-923/751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-1021288, 4-16=-1311/939, 5-16=-1398/1438, 5-14=-602/680, 6-14=-421/437, 7-14=-775/753, 7-13=-1427/1490, 8-13=-1441/1137, 9-12=-14/366, 4-17=-1017/2098, 8-12=-1419/2494 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2, 429 lb uplift at joint 10, 1695 lb uplift at joint 16 and 1859 lb uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. February 11,2021 Continued on page 2 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall {�� pp building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 'y' �Tek� 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 ANSIM11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information, available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty. Ply WATERSTONE T22799116 2644817 A08 SPECIAL 1 1erence [LOTR31f'el (optional) tsuuaers mrstsource kmani uty, MI. mant Lxy, FL - 33bbf, 8.43U s Nov 30 2020 MITek Industries, Inc. Wed Feb 10 15:02:38 2021 Page 2 ID:193QGWBBpX3jR187zeOm7kz5?ad-vp9h2yO2d4fwSURy84D2nj1 PfoUYiOQUCOW2QOzmVkF NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up,at 20-7-4, 111 lb down and 197 lb up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, 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 24-7-4,192 lb down at 26-7-4, 92 lb dawn at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-54, 3-9=-54, 9-11=-54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(B)7=-111(B)9=-175(B)17=-330(B)15=-46(B)12=-330(B)24=-111(B)25=-111(B)26=-111(B)28=-111(B)29=-111(B)30=-111(B)31=-111(B) 32=-111(B)33=-111(13)34=-111(B)35=-111(13)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) 1 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=42, 2-3=13, 3-27=45, 27-34=26, 9-34=16, 9-10=31, 10-11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (lb) Vert: 3=130(B)7=156(B)9=257(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=156(B)34=156(B)35=165(B)36=-23(B)37=-23(B),38=-23(B)39=-23(B)40=-23(B)41=-23(B)42=-23(B)43=-23(B)44=-23(B)45=-23(B)46=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=21, 2-3=31, 3-25=16, 8-25=26, 8-9=45, 9-10=18, 10-11=42, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Concentrated Loads (Ib) 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=1 36(B) 34=1 36(B) 35=1 36(B) 36=-23(B) 37=-23(B), 38=-23(B) 39=-23(B) 40=-23(B) 41 =-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17=18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=315(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B) 32=197(B) 33=197(B) 34=197(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) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-7=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(13) 38=-13(B) 39=-13(13) 40=-13(13) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=130(B)7=136(B)9=214(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=136(B)29=136(B) 30=136(13)31=136(B)32=136(B)33=136(13)34=136(13)35=136(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B)7=165(B)9=271(B)17=108(B)15=-23(B)12=108(B)24=165(B)25=165(B)26=165(B)28=165(B)29=165(B) 30=1 65(B) 31 =1 65(B) 32=1 65(B) 33=1 65(B) 34=1 65(B) 35=1 65(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 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(13)38=-13(B)39=-13(B)40=-13(B) 41=-13(8) 42=-13(B) 43=-13(B) 44=-13(13) 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 (pig Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Continued on page 3 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//TPl1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type y Ply LOT 39/1 WATERSTONE T1' T22799116 2644817 A08 SPECIAL 1 Jab Reference (optional) ounyerb nrstauurue triant uny, r-L),, riani ury, rL - 33o0r, 13.43U s Nov 3U 2UZU Mrl ek Industries, Inc. Wed Feb 10 15:02:38 2021 Page 3 ID:193QGWBBpX3jR187zeOm7kz5?ad-vp9h2yO2d4fwSURy84D2nj1 PtoUYiOQUCOW2QOzmVkF LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=1 28(B) 15=-1 3(B) 12=128(B) 24=197(B) 25=197(B) 26=1 97(B) 28=1 97(B) 29=197(B) 30=197(B) 31=197(B) 32=1 97(B) 33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(13)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 13) Dead + 0.75 Roof Live (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(13)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 14) Dead +0.75 Roof Live (bat.) +0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-1 1=-53,17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-22, 2-3=-14, 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=262(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 15) Dead + 0.75 Roof Live (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 (Ib) Vert: 3=-5(B) 7=1 45(B) 9=247(B) 17=76(B) 15=-1 3(B) 12=76(B) 24=1 45(B) 25=1 45(B) 26=1 45(B) 28=1 45(B) 29=1 45(B) 30=1 45(B) 31 =1 45(B) 32=1 45(B) 33=145(13) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(13) 39=-13(13) 40=-13(B) 41=-13(B) 42=-13(13) 43=-13(B) 44=-13(13) 45=-13(B) 46=-13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (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 (Ib) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B) 26=145(B) 28=145(B) 29=145(B) 30=145(B) 31=145(B) 32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(13)37=-13(B)38=-13(13)39=-13(13)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) A WARNING - Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 mv. 5/19/2020 BEFORE USE. Design valid for use only with MiTekw0 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 Tek• 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 ANSI7rP/l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safefylnformatfon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply LOT 39/1 WATERSTONE T22799117 2644817 A09 SPECIAL 1 1 Job Reference (optional) tsuuaers rirstsource (Plant L;ity, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:39 2021 Page 1 ID:193QG W BBpX3jRl87zeOm7kz5?ad-N?j3GIPhOOnn3e?8iokHKxaYRCp9RtxdRgGcygzmVkE 1.4-0 6-8-0 13-0-0 19-10-0 1-0- 23-10-0 26-8-0 33-0-0 39-8-0 1-0- 1-4-0-0 6-10.0 -2-0 2.10.0 2-10-0 6-4-0 6-8-0 1-4-0 Scale = 1:74.8 c nn r 7 5x8 = 5x6 3x6 = 6x12 MT20HS 5x8 � 3.00 12 5x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.94 Vert(CT)-0.9613-15 >497 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 199 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP M 31 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-16,12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Grav 2=1540(LC 1), 10=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3040, 3-4=-4613/2864, 4-5=-3032/2004, 5-6=-3037/1932, 6-8=-2899/1832, 8-9=-4664/2728, 9-10=-4929/2866 BOT CHORD 2-16=-2647/4620, 15-16=-1516/2827, 13-15=-1718/3209, 12-13=-1412/2856, 10-12=-2425/4456 WEBS 3-16=-368/396, 4-16=-1041/1945, 4-15=-103/484, 5-15=-339/221, 5-13=-415/327, 8-13=-186/531,8-12=-942/1816,9-12=-298/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Extedor(2R) 21-0-7 to 23-10-0, Exterior(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 10. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 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 PlyJLJOT 39/1 WATERSTONE T22799118 2644817 A10 SPECIAL 1 b Reference o tional auurce tmani uty, t-Lj, rlant Laty, t-L - 33bbf, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:41 2021 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-KOrghzQxw?1 VJy9 WpCmIPMftBOYovrFwu_liljzmVkC 1-4-0 5-11-1 11-0-0 16-10-1 19-0-0 22-9-15 2 -10 0 28-8-0 33-8-15 39-8-0 1-0- 1-4.0 5-11-1 5-0-15 _ 5-10-1 2-1-15 3-9-15 -0- 4-10-0 5-0-15 5-11-1 1-4-0 Scale = 1:74.8 5x6 = 6x12 MT20HS 31 5x8 3.00 F12 5x8 16-10-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.68 15-17 >704 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.67 Vert(CT) -0.95 17 >499 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.55 12 n/a We BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 228 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,10-13: 2x4 SP M 31 Except: BOT CHORD 2x4 SP M 31 'Except' 1 Row at midpt 6-7, 7-10 16-18,14-16: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 7 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 12=-797(LC 10) Max Grav 2=1540(LC 1), 12=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4912/3208, 3-4=-4607/2953, 4-5=-4155/2803, 5-6=-4155/2803, 6-7=-3887/2655, 7-9=-3697/2494, 9-10=-3697/2494, 10-11=-4713/2868, 11-12=-4921/3021, 6-8=-336/262, 8-10=359/270 BOT CHORD 2-18=-2784/4606, 17-18=-1907/3299, 15-17=-2254/3973, 14-15=-1844/3338, 12-14=-2569/4446 WEBS 3-18=-326/377, 4-18=-785/1550, 4-17=-577/1023, 5-17=-457/439, 7-17=-172/405, 7-15=-293/294, 10-15=-471/888, 10-14=-703/1474, 11-14=-229/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Exterior(2R) lb-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 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, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 12. 10) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. February 11,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTeW connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSWP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety on, available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 39/1 WATERSTONE T22799119 2644817 All SPECIAL 1 1 Job Reference (optional) aun0ers rirsiSource (Pram City, t-L),, runt cny, t-L-;t3bb1. 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:43 2021 Page 1 I D:3xt?Yd6 RbYnXO16Sf6 q hjj z4cnz-Gnya6fS BSd H CYGJ vxdo DU nkCEpBENgyDM I Ep5czm VkA r1 4-01 6-3-0 9-0-0 17-0-0 20-1-8 23-10-0 31-6-0 39-8-0 41-0-Q '1-4-0' 6-3-0 2-9-0 ' 8-0-0 3-1-8 3-8-8 7-8-0 8-2-0 14-0 3x6 3.00 F12 13-5-4 5x6 = 14 1a 4x6 = 6x8 = 3x6 = 3x6 = Scale = 1:73.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.26 11-13 >887 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.40 11-13 >582 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) -0.02 13 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MSH Weight: 198 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. Except: 6-13: 2x4 SP No.3, 9-12: 2x4 SP No.1 3-4-0 oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-495(LC 10), 13=-614(LC 10), 9=-482(LC 10) Max Grav 2=911(LC 15), 13=1807(LC 15), 9=1002(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2386/1504, 3-4=-2061/1313, 4-5=-1309/930, 5-6=-245/302, 6-7=-205/413, 7-8=-1244/782, 8-9=-1366/742 BOT CHORD 2-17=-1231/2415, 16-17=-854/1893, 15-16=-473/773, 13-15=-1016/719, 11-13=0/251, 9-11=-454/1151 WEBS 3-17=-327/308, 4-17=-352/913, 4-16=-530/308, 5-16=-141/814, 5-15=-1061/824, 7-13=-688/240, 7-11=-466/1148, 8-11=-537/503 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 2, 614 lb uplift at joint 13 and 482 lb uplift at joint 9. 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 MiTek• is always required for stability and to prevent collapsewith possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/1rPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, !Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type City Ply LOT 39/1 WATERSTONE TAr2u4 T22799120 2644817 SPECIAL 1 1 Job Reference o tional ••"----- a •.... "' Y. 0.- J INUV ou cucu call I UK I11UU51neS, rnU. vve0 reD I U-Io:UZ:vo zuzi rage 1 I D:3xt?Yd6 RbYnXO16Sf6 q hjj z4cnz-C94LXLU R_EYwn ZT122rhZCgcNds I reO W pbjwAUzm VkB 1-4-0 7-0-0 9-2-2 111-1 15-0-0 17-1-13 20-1-8 23.10-0 30-11-8 35-4-2 39-8-0 1-0 1-4-0 7-0-0 2-2-2 3-5-14 2-4-0 2-1-13 '2-11-11 3-8-8 7-1-8 4.4-9 4-3-14 1-4-0 3xB �1 5x6 3.00 FIT 8x12 = 18 17 — 6x12 MT20HS = 5x6 = JO 10 10 3x4 = 3x6 = 14 3x6 = 3x6 = Scale=1:73.4 7-1-8 9-10-0 11-8-0 15-1-4 20-1-8 20- -0 26-7-2 33-7-10 39-8-0 7-1-8 2-8-8 1-10-0 4-1-4 4-4-4 0-0-8 6-5-2 7-0-8 6-0 6 Plate Offsets (X,Y)— [2:0-1-15 1-2-131,[2:0-3-6 Edge] [3:0-6-0 0-2-81 [10.0-3-0 0-3-01 fl7.0-3-8 0-3-01 [21:0-3-0 0-4-0] [24:0-4-0 0-1-121 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 0.73 Vert(LL) 0.27 23 >891 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.95 Vert(CT) -0.34 23 >725 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) -0.03 17 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 227 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woodsheathing directly applied or 2-6-8 cc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-9-6 cc bracing. Except: 5-22: 2x8 SP 240OF 2.OE, 19-21: 2x6 SP M 26, 8-17: 2x4 SP M 31 6-0-0 cc bracing: 17-19 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-17 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-4-0, 12=0-8-0 Max Horz 2=351(LC 7) Max Uplift 2=-709(LC 8), 17=-905(LC 8), 12=-431(LC 8) Max Grav 2=1171(LC 1), 17=2119(LC 2), 12=965(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3391/1822, 3-4=-3057/1795, 4-5=-3044/1865, 5-6=-3427/2073, 6-7=-1394/1009, 7-8=-290/543, 8-9=-238/458, 9-10=-716/373, 10-11=-1419/542, 11-12=-1526/559 BOT CHORD 2-24=-1494/3064, 23-24=-1469/3036, 22-23=-912/1676, 5-21=-243/260, 20-21=-1087/1935, 19-20=-228/455, 17-19=-1116/722, 8-19=-270/228, 14-16=-233/946, 12-14=-372/1319 WEBS 3-24=-433/1145, 3-23=-346/31, 4-23=-219/286, 21-23=-668/1422, 6-21=-802/1678, 6-20=-1539/980, 7-20=-847/1623, 7-19=-1119/684, 9-17=-991/257, 10-16=-681/424, 10-14=-69/464, 9-16=-267/819 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 lb uplift at joint 2, 905 lb uplift at joint 17 and 431 Ib uplift at joint 12. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 156 lb up at 7-0-0, and 111 lb down and 197 lb up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353 lb down and 124 lb up at 7-1-8, and 92 Ito down at 9-0-12, and 92 Ito down at 11-0-12 on bottom chord. The desiqn/selection of such connection Fohn r�nr 11 91191 'ontda(n)pegbQresponsibility of others. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with Mi rekV connectors. This design is based only upon parametersshown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicabilityof design parameters and property incorporate this design Into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'MI ipk� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/f Quality Criteria, DSB-89 and 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 Oty Ply LOT 39/1 WATERSTONE T22799120 2644817 A24 SPECIAL 1 1 Job Reference (optional) tnant Uny, rL/, ridnr ury, rL-OaOo1, 6.43U S NOV JU 2UZU MI I eK Industries, Inc. Wed i-et) 1 U 15:U2:45 2U21 Page 2 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-C94LXLUR_EYwnZT122rhZCgcNdslre0 WpbjwAUzm Vk8 NOTES- 11) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-13=-54, 24-25=-20, 22-24=-20, 19-21=-20, 17-18=-20, 17-28=-20 Concentrated Loads (lb) Vert: 3=-159(F) 24=-312(F) 23=-46(F) 4=-111(F) 31=-111(F) 33=-46(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekaO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1riel1 Quality Criteria, DSE-89 and BCS/ Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 2670 Crain Highway, 'Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply LOT 39/1 WATERSTONE ]Truss T22799121 2644817 B01 SPECIAL 1 1 Job Reference (optional) Irswource tenant L;Ity, rLI, Flan L;Ity, I-L - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:46 2021 Page 1 ID:193QGWBBpX3jRI87zeOm7kz5?ad-gMejkhU4lYgnPj2UcmMw6PMmu1 139a11f2FSTiwzmVk7 -1-4-0 8-6-0 11-10-0 19-6-0 27-8-0 29-0-0 1-4-0 8-6-0 3-4-0 7-8-0 6-2,0 4x6 = 1.5x8 STP = 7x10 3x6 II 7-1 Scale=1:56.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.34 10-13 >280 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.98 Vert(CT) -0.43 8-16 >543 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) -0.01 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc pudins. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 9=0-8-0, 6=0-8-0 Max Horz 2=317(LC 9) Max Uplift 2=-403(LC 10), 9=-615(LC 10), 6=-460(LC 10) Max Grav 2=350(LC 19), 9=1097(LC 1), 6=823(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-82/311, 4-5=-950/743, 5-6=-1089/718 BOT CHORD 2-10=-268/183, 9-1 0=-1 020/923, 3-10=414/452,,6-8=432/901 WEBS 4-10=-716/311, 4-8=-466/843, 5-8=-533/527, 8-10=-14/275 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 2, 615 lb uplift at joint 9 and 460 lb uplift at joint 6. February 11,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi-7473 rev. 5/19/2020 BEFORE USE.' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1771`11 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 3911 WATERSTONE T22799122 2644817 B01A SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:47 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz57ad-9YC5xl Vi Wroe1 tdgATt9fdvxTR7-bJTVpHvC1 ENzm Vk6 -1-4-0 8-6-0 11-1%0 19-6.0 27-8-0 29-0-0 1-4-0 8-6-0 3.4 7-8-0 8-2-0 1-4-0 4x6 = 10 6x8 = 3x4 1.5x8 STP = 6x12 MT20HS = 27-8-0 Scale=1:56.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.28 8-9 >855 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.40 8-9 >587 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) -0.05 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 136 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-2 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-10,6-8: 2x4 SP No.1 8-5-3 oc bracing: 6-8. WEBS 2x4 SP No.3 6-0-0 oc bracing: 9-11 WEDGE WEBS 1 Row at midpt 4-9 Left: 2x6 SP No.2 REACTIONS. (size) 9=0-8-0, 6=0-8-0, 2=0-4-0 Max Horz 2=314(LC 9) Max Uplift 9=-414(LC 10), 6=-497(LC 10), 2=-565(LC 10) Max Grav 9=1045(LC 15), 6=1050(LC 16), 2=497(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-391/360, 3-4=-313/510, 4-5=-1356/857, 5-6=-1474/812 BOT CHORD 9-11=-401/552, 3-11=-365/380, 8-9=-10/369, 6-8=-515/1247 WEBS 4-9=-557/163, 4-8=-481/1148, 5-8=-537/524 NOTES- 1) Unbalanced roof live loads have been considered 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(21R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Extedor(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at joint 9, 497 lb uplift at joint 6 and 565 lb uplift at joint 2. February 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1012020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of, design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI17P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 39/1 WATERSTONE T22799123 2644817 B01B SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:48 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-dkmT9NWKH9wVe1 BtjBOOBgS5igsc2veyVZxampzmVk5 8-6-0 11-10-0 19-6-0 27-8-0 2"1 8-6-0 ' 3-4-0 ' 7-8-0 B-2-0 4x6 = Scale=1:53.6 M Io q N 10 6x8 = 5x8 = 3x6 = 8-2-0 7-10-0 8,1,D 17-65 27-8-0 ' 7A _0 Oki$ 9-4-5 10-1-11 0.1.0 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 7.0 Lumber DOL 1.25 BC 0.98 BCLL 0.0 * Rep Stress Incr YES WB 0.97 BCDL 10.0 Code FBC2020/iP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-9: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 9=0-4-0, 6=0-8-0 Max Horz 9=314(LC 9) Max Uplift 9=-834(LC 10), 6=-334(LC 10) Max Grav 9=1811(LC 15), 6=824(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-641/949, 3-4=-182/546, 4-5=-854/408, 5-6=-972/364 BOT CHORD 2-11=-802/768, 9-11=-831/582, 3-11=-633/575, 8-9=-200/414, 6-8=-115/801 WEBS 4-9=-1093/688, 4-8=-518/1150, 5-8=-546/528 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.25 8-9 >933 240 MT20 244/190 Vert(CT) -0.51 11-14 >198 120 MT20HS 187/143 Horz(CT) 0.01 6 n/a n/a Weight: 139 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-2-0 oc bracing: 9-11 WEBS 1 Row at midpt 4-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Extedor(2E) 25-0-6 to 29-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at joint 9 and 334 lb uplift at joint 6. 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 property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSI1rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 39/1 WATERSTONE T22799124 2644817 B11 GABLE 1 1 Job Reference o tional ,a',r.,,,y, —1, ruin ­ny, 11-00001, a.ya0 s tvovaU zuzu mu ex mousmes, Inc. vvea reD iu 1o:uz:wa zuzl rage i ID:193QG WBBpX3jR187ze0m7kz5lad-SxKrMiXyl T2MGBm3H uvdk2_GOEDpnRL6kDh7JFzmVk4 _ 8-6.0 10-4-0 11-10-0 13.4-0 19-6-0 27-8.0 29.1 rt-4-0 B-6.0 1-10-0 1-6-0 1-6-0 6.2-0 8-2.0 1-4-0 3x4 = 3x8 i 5x8 8 9 10 6.00 12 3x4 i 2x4 II 2x4 II 7 28 2411 2x4 II 2x4 II 6 x4 I I II12k 5x6 7�4 = 5 13 3-0-0 2 1 46 472x4 1148 2x4 I 28 2 11 3x12 MT20HS = x6 2x4 5x8 = 25 , 24 23 22 21 20 19 18 1.5x8 STP = 2x4 II 2x4 II 2x4 II 2x4 11 5x8 = 6x8 = 2x4 11 2x4 11 7-10-0 Scale = 1:64.8 3x6 14 45 _15 r 16Io 4 5x8 11 N 3x4 = 27-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.24 18-19 >988 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.43 17-44 >552 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.09 15 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-MSH Weight: 217 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except* 7-24: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOTCHORD WEBS JOINTS REACTIONS. (size) 2=0-3-8, 24=0-8-0, 15=0-8-0 Max Horz 2=315(LC 9) Max Uplift 2=-639(LC 10), 24=-390(LC 10), 15=-584(LC 10) Max Grav 2=599(LC 1), 24=790(LC 1), 15=986(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-951/1052,3-5=-575/436, 5-6=-564/448,6-7=-533/456, 7-8=-321/566, 10-11=-1211/961, 11-12=-1182/900, 12-13=-1218/857, 13-15=-1336/856 BOT CHORD 2-26=-742/907, 24-26=-281/487, 26-29=193/282, 7-29=-167/258, 23-24=-108/462, 22-23=-108/462, 21-22=-108/461, 20-21=-108/461, 19-20=-108/462, 18-19=-108/462, 17-18=-108/462, 15-17=-516/1134 WEBS 17-34=-454/398, 13-34=-458/327, 22-35=-235/500, 8-35=-217/488, 20-36=-341/164, 10-36=-353/183, 8-10=-609/640, 24-28=-827/248, 8-28=-896/288, 10-32=-553/1082, 32-33=-499/917, 17-33=-476/919, 3-31=-606/695, 30-31=-608/699, 29-30=-608/699 Structural wood sheathing directly applied or 3-10-5 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-10-4 oc bracing: 2-26 7-10-1 oc bracing: 15-17. 6-0-0 oc bracing: 24-26 1 Row at midpt 8-24 1 Brace at Jt(s): 27, 30, 33, 35, 36 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 Exterior(2E)-2-0-0 to 1-10-10, Interior(1) 1-10-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-10-0, Interior(1) 15-10-0 to 25-8-6, Exterior(2E) 25-8-6 to 29-8-0 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 639 lb uplift at joint 2, 390 lb uplift at joint 24 and 584 lb uplift at joint 15. ontinued on page 2 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use onlywith MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/7rP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety/nfonnadon available from Truss Plate Institute, 2670 Crain. Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply LOT 39/1 WATERSTONE T22799124 2644817 B11 GABLE 1 1 Job Reference o tional tsullaers rirstSource (Plant Urty, rL),. Plant city, FL - 33557, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:49 2021 Page 2 ID:193QG WBBpX3jR187zeOm7kz5?ad-5xKrMiXy1 T2MGBm3Huvdk2_GOEDpnRL6kDh7JFzmVk4 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 lb down and 17 lb up at 1-0-0, 10 lb down and 15 lb up at 3-0-0, and 10 lb down and 15 lb up at 5-0-0, and 10 lb down and 15 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1:25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-54, 9-16=-54, 26-37=-20, 24-25=-20, 24-40=-20 Concentrated Loads (lb) Vert: 39=-1 O(F) 47=-9(F) 48=-9(F) 49=-9(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall /� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/1rPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway; Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 3911 WATERSTONE T22799125 2644817 C1 V SPECIAL 6 1 Job Reference (optional) tdullders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:52 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-W?_?kZgKOQx7eVeyOTKMgcxUSTC_xkYQBvovazmVkl -1-4-0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 Plate Offsets (X,Y)— [2:0-0-15,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Cade FBC2020/TPI2014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 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 chard 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 girders) 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. February 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 39/1 WATERSTONE T22799126 2644817 C3V SPECIAL 6 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:53 2021 Page 1 ID:193QG W BBpX3jRi87zeOm7kz5?ad-ziZMC4aT5hYclo4q Wk_Zut96EroFjO_hfrfLSOzmVkO -1.4-0 2-11-4 ' 1-4-0 ' 2-11-4 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 4-7 >999 240 MT20 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 FBC2020rrPI2014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc 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 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 atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 149 lb uplift at joint 2. February 11,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119l2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is for an Individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply LOT 39/1 WATERSTONE T22799127 2644817 C5V SPECIAL 6 1 Job Reference (optional) builders FirstSource (Plant City, FL), Plant City, FL - 33567, 3x4 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:54 2021 Page 1 I D:193QG W B BpX3j RI87zeOm 7kz5?ad-Ru7kPQb 5s?ge MyfO4RVoR5i CnF2SSrEruVO u_Tzm Vk? 4-11-4 4-11-4 r 66 Scale=1:17.6 Plate Offsets (X,Y)— [2:0-0-15,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.06 4-7 >925 240 MT20 24,4/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 4-7 >875 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/LPI2014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=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 ANSUTPI 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. February 11,2021 WARNING -Verity design parametersand 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 pp p� T building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing � 1pik• 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 ANSI/7P11 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 Oty Ply WATERSTONET22799128 2644817 D01 Common 2 1rence FLOT3e9f'el o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:55 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-w4h7dmbjdJoV 6EDe901zlE0_fG6BF?_698SWvzmVk_ -1-4-0 5-8-0 10-0-0 14-4-0 20-0-0 21-4-0 1-0-0 5-8-0 ' 4-4-0 4-4-0 5-8-0 1-4-0 a Scale=1:36.3 4x6 = 3x6 = 5x8 = 3x6 = M Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.35 8-11 >695 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 90 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-232(LC 8) Max Uplift 2=-450(LC 10), 6=-450(LC 10) Max Grav 2=812(LC 1), 6=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1212/968, 3-4=-928/756, 4-5=-928/756, 5-6=-1212/968 BOT CHORD 2-8=-672/1121, 6-8=-671/1057 WEBS 4-8=-372/587,5-8=-409/438, 3-8=-408/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 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 6-0-7, Exterior(21R) 6-0-7 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Exterior(2E) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2 and 450 lb uplift at joint 6. February 11,2021 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify, the applicabilitylof 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 iw iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply LOT 39/1 WATERSTONE �DO T22799129 2644817 HipGirder 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL); Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:56 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-OH FVg6cLOcwMcFpPBsXG W Wnd W318wjb8Lpt?1 LzmVjz -1-4-0 4-4-12 8-0-0 12-0-0 15-7-5 20-0-0 21-4-0 41-12 3-7-4 4-0-0 3-7-5 4-4-11 I 5x8 = 46 = 3x4 = 2x4 II 5x6 = 3x8 = 2x4 II 3x4 8-0-0 20-0-0 Scale = 1:37.5 Io LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate.Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.23 BC 0.36 WB 0.14 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ltd 0.05 11 >999 240 -0.08 10-11 >999 180 0.03 7 n/a n/a PLATES GRIP MT20 2441190 Weight: 104 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-192(LC 6) Max Uplift 2=-450(LC 8), 7=-450(LC 8) Max Gram 2=812(LC 1), 7=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1326/605,3-4=-1031/530, 4-5=-881/511, 5-6=-1024/526,6-7=-1325/604 BOT CHORD 2-12=-415/1200, 11-12=-415/1200, 10-11=-242/882, 9-10=-414/1147, 7-9=-414/1147 WEBS 3-11=-375/203, 4-11=-72/272, 5-10=-69/272, 6-10=-380/204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a jive 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 450 lb uplift at joint 2 and 450 lb uplift at joint 7. February 11,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based; onlyupon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify, the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safefy information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 1p Jab Truss Truss Type City Ply LOT39/1 WATERSTONE T22799130 2644817 E1 SPECIAL 14 1 Job Reference (optional) 6uuuer5 rlr5touurce trlant l ny, rL), rlant l.Ity, rL - J3001, 6.43U S Nov bU zuzu mi I eK Incustnes, Inc. Wea Feb 10 15:U2:5f 2U21 Page 1 I D:3xt7Yd6RbYnXO16Sf6ghjj z4cnz-sTpt2Rdz9w2D EP Obl a3V3jKo DTAFfCzHaTdZaozmVjy 14-0 I-" 3 (3)- 0.131x3.5' TOENAILS Scale = 1:7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.05 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 4=Mechanical Max Horz 2=88(LC 10) Max Uplift 2=-190(LC 10), 4=-11(LC 1) Max Grav 2=158(LC 15), 4=47(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 2 and 11 lb uplift at joint 4. February 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 39/1 WATERSTONE T22799131 2644817 E7V SPECIAL 17 1 Job Reference (optional) First6ource (viant uty, t-L), t'lant City, t-L - 33557, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:58 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-KfMFFnebwEA4rZyoJHakbxsm?sJ UOfDQo7M66EzmVjx -1-4-0 7-0-0 1.4-0 ' 7-0-0 2 3x6 Scale=1:22.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.23 4-7 >354 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.23 4-7 >356 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix -MP Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124nri TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Referto girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 3 and 179 lb uplift at joint 2. February 11,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with 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 8esign 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 ANSIfrPN Quality Criteria, DSB-09 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 WATERSTONET22799132 FLOTRI9/1 2644817 H1 SPECIAL 3 1eference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:02:59 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-oswdT7eDhXlxTjX_t_5z88P6OGse76Ta1 n6fegzmVjw -2-8-13-1-10-10 1-4-4 0-10-3 1-10-10 1-4-4 Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.05 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n1a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 4=Mechanical, 3=Mechanical Max Horz 2=80(LC 8) Max Uplift 2=-292(LC 8), 4=-26(LC 13), 3=-8(LC 5) Max Grav 2=223(LC 1), 4=35(LC 8), 3=19(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss, has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 26 lb uplift at joint 4 and 8 lb uplift at joint 3. 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 MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not atruss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall uilding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB•99 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 U041 Truss Truss Type City Ply LOT 3911 WATERSTONE T22799133 2644817 H7V SPECIAL 3 1 Job Reference (optional) 2 ce (Piani City, M), mant uity, t-L - JJbb1, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15:03:00 2021 Page 1 ID:193QG W BBpX3jRl87zeOm7kz5?ad-G2UOgTfsSrRo5t6AQicCgMyCig2ns UOjGRrDB6zm Vjv -1-10-10 5-4-1 9-10-1 1-10-10 5-4-1 4-6-0 3x4 - Scale = 1:22.5 5-4-1 9-10-1 5-4-1 4-6-0 Plate Offsets (X,Y)— [2:0-1-3,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc puriins. 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 20.0psf 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 170 lb uplift at joint 4, 248 lb uplift at joint 2 and 163 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67 lb down and 52 lb up at 1-5-12, 80 lb up at 4-3-11, 80 lb up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 FP-hrtjplry 119n91 -ontinued on page 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 MiTekOa connectors. This design is based only upon parametersshown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI TF11 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 Jo Truss Truss Type Qty Ply LOT 3911 WATERSTONE T22799133 2644817 H7V SPECIAL 3 1 Job Reference (optional) tdunaers I-irstsource (viant city, t-L), Hlant city, t-L - 33b67, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 15;03:00 2021 Page 2 ID:193QG W BBpX3jR187zeOm7kz5?ad-G2UOgTfsSrRo5t6AQicCgMyCig2nsUOjGRrDB6zmVjv LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=49(F=24, B=24) 12=36(F=18, 13=18) 13=-99(F=-50, B=-50) 14=23(F=11, 13=11) 15=-11(F=-5, B=-5) 16=.-51(F=-25, B=-25) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfipll 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 a, Symbols PLATE LOCATION AND ORIENTATION 3/; Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Oi r For 4 x 2 orientation, locate plates 0- 1l18' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. *Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. A 41WML9 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/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. .BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 WEBS c3v 4 9 O ape U U a O a I. C7.8 C6-7 C5-,i 0 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI.1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights .Reserved MITOW MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 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 ANSI1TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.