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HomeMy WebLinkAboutTruss,l = r 258 Southhall Lane, Suite 200 F fi;�D S Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com loWebsite: www.fdseng.com ENOINEERINO ASSOCIATES April 9, 2021 Building Department Ref: Adams Homes Lot: Lot 53 Blk.1 -Subdivision: Fort Pierce - Waterstone Address: 5371 Lugo St Model: 1820 B RHG KA # 21-3953 Truss Company: Builders First Source Date of drawings: 4/7/21 Job No.: 2718467 Wind Speed: 160 Exposure: C Truss Engineer: Julius Lee 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, 4/9/2021 4/9/2021 Carl A. Brown, P.E. Scott Lewkowski, P.E. FL. # 56126 FL. #78750 FDS Engineering Associates, A TSG Company "Your Building Code Experts" Luis Pabl Torres, P.E. FL. # 8724 13-04-00 6-04-00 il 20-00-00 39-08-00 0 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 of all other trades and performing his work in a safe and satisfactory manner FDS ENGINEERING ASSOCIATES Date: 04/09/2021 By: ES / Submittal No.: Project No.: 21-3953 Project Eng.: Luis Torr s Project Name: Adams Homes - Fort Pierce - Waterston - Lot 53 Bl 1 VERIFY ALL DINENSIONS AND MUM CONDITIONS PRIOR TO APPROVAL SOME MUM FRAM1ING REQUIRED IN FIELD BY BUILDER UAN "No FORCE RESISTING SYSTEAVCC NYBRD WOD ASC 46 ENZ, IMPORTANT EXPOSURE CATEGORY C OCCIIRANCY CATEooarn This Drawing Must Be Approved And VIIIM wnmLOADTA CE BEENADESIONEG Returned Before Fabrication Will TRUSSESHAVE FOR A IU PSF BOTTOU CHORD LIVE LOAD Begin. For Your Protection Cheek All NONOORCURRENT VATH ANY OTNER UvE LOADS Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL, 20 PSF TCLL• 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL• 10 PSF BCDL: 10 PSF BCDL• 6 PSF By Date TOTAL: 37 PSF TOTAL 66 PSF DURATION: 1.26 DURATION: 1.00 CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS, ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (10. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backchargas 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: 6f12 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 Hatch Legend =S'-0" bearing ®10'-0" bearing BUILDER: Adams Homes PROJECT: Single aml y BLOCK 160 MODEL: 1 1820 B ADDRESS: 6371 LUGO ST LOT / BLOCK: 68/1 SUBDIVISION: WATERSTONE CITY: I FORT PIERCE DRAWN BY: KSANCHEZ 2718467 DATE: 1 0410612021 1 SCALE I NTS PLAN DATE: 1 2021 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant City, FL 335W Ph. (813) 305-1300 Fax (813) 305-1301 w Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2718467 - LOT 53/1 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2718467 Model: 1820 B Tampa, FL 33610-4115 Lot/Block: 53/1 Subdivision: WATERSTONE Address: 5371 LUGO ST, . City: Fort Pierce State: FL Name Address and. License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: . General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 31 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No.: .Seal# Truss Name . Date 1 T23469837 A01. 4/7/21 2 T23469838 A02 4/7/21 3 T23469839 A03 4/7/21 4 T23469840 A04 4/7/21 5 T23469841 A05 '4/7/21 6 T23469842 A06 417/21 7 T23469843 A07 4/7/21 8 T23469844 A08 4/7/21 9 T23469845 A09 4/7/21 10 T23469846 A10 4/7/21 11 - T23469847 All 4/7/21 12 T23469848 Al2 4/7/21 13 T23469849 B02 4/7/21 14 T23469850 B03 4/7/21 15 T23469851 B04 4/7/21 16 T23469852 B05 4/7/21 17 T23469853 Cl 4/7/21 18 T23469854 C1 P 4/7/21 19 T23469855 C1V 4/7/21 20 T23469856 C3. 4/7/21 21 T23469857 C3V 4/7/21 22 T23469858 C5 4/7/21 No. Seal# Truss Name Date 23 T23469859 C5V 4/7/21 24 T23469860 D02 4/7/21 25 T23469861 E3 4/7/21 26 T23469862 E7 4/7/21 27 T23469863 E7V 4/7/21 28 T23469864 E7VP 4/7/21 29 T23469865 H3 4/7/21 30 T23469866, H7 4/7/21 31 T23469867 H7V 417/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. April 7,2021 Lee, Julius 1 of 1 Job Truss Truss Type Qty Ply LOT 53/1 WATERSTONE T23469837 2718467 A01 SPECIAL 8 1 Job Reference (optional) IM ��•��� �•���y., t• •-••• ,i, • �•v• - o.wu a rvidi cc cut I IVn I eK Inaustrles, Inc. I ue Apr 6 Uy:1 r:32 2U21 Page 1 ID:1930 G WBBpX3jRI87zeOm7kz57ad-hhZskVNa46NKRtW00PLHus55_4EMOVgejJbZ2SzTUE1 r1-4-Q 6-3-0 11-11-12 I 19-10-0 27-8.4 33-5-11 39-8-0 "10 10-Q 9 4-0r 6-3-0 5 8 12 7-10-4 7-104 5-8-12 6-3-0 1 4 0� Sx6 = 6.00 F12 5 4x6 = 4x10 MT20HS :Z 3.00 F12 8-8-0 17-6-8 22-1-6 8-8-0 8-10-8 4-6-15 39-8-0 Scale = 1:71.8 4x10 MT20HS LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.91 BC 0.90 WB 0.71 Matrix-MSH DEFL.. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d -0.63 10-11 >759 240 -1.15 10-11 >413 -18D 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 Harz 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1793(LC 15), 8=1793(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5905/2705, 3-4=-5621/2545, 4-5=-2780/1527, 5-6=2739/1527, 6-7=-5299/2545, 7-8=-5593/2705 BOT CHORD 2-14=2278/5679, 12-14=-1502/3876, 11-12=-680/2253, 10-11=1502/3376, 8-10=2278/5061 WEBS 5-11 =449/1175,6-111=-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 f6f this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;_B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) ,.15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 'l 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=797, 8=797. April 7,2021 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19@020 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 W ss web and/or chord members only. Additional temporary and permanent bracing Mel( 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?P11 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 53/1 WATERSTONE • , T23469838 2718467 A02 SPECIAL 2 1 Job Reference (optional) M u.4 a -di 44 4u41 can i eK inuus[nes, Inc. I ue Apr 6 U9:1 r:34 ZU21 Pagel ID:193QG WBBpX3jRl872eOm7kz5?ad-d3hd9BPgcPd2gBgPVgOlzHASItx2sPQxAd4g7KzTUE? 6-11-11-212 90-0 20-8-027- 335-0 I 39 8-0 7-058r1140-0 6-0 31 7-4 -4 63-0 A11 40--0Q 5x8 3.00 F12 6.00 12 3x4 = 5x6 = 5x6 = 5 6 31-0-0 5x8 Scale = 1:73.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL). 0.61 11-12 >187. 240 MT26 244/190 TCDL 7.0 Lumber DOL 1.25 BC _ 0.88 Vert(CT) -0.91 11-12 >522 180 - MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.57 9 n/a n/a BCDL 10.0. Code FBC2020ITP12014 Matrix-MSH Weight: 218 lb FT:= 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. BOT CHORD 2x4 SP No.2 'Except 2-16.9-1.1:2x4 SP M 31 WEBS 2x4 SP No.3 ' WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1). 9=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4905/2784, 3-4=-4621/2623, 4-5=-2726/1752, 5-6=1932/1439, 6-7=-2726/1752, 7-6=-4621/2623, 8-9=4905/2784 BOT CHORD 2-16=2350/4717, 15-16=-1549/3216, 13-15=-776/1929, 12-13=776/1929, 11-12=-1549/3091, 9-11=-2351/4431 WEBS 3-16=282/293, 4-16=-742/1736, 4-15=-1216/792, 5-15=573/1132, 5-13=-267/321, 6-13=267/320, 6-12=573/1068, 7-12=-1137/792, 7-11=-743/1605, 8-11=296/294 �,` !US. C! NOTES- �, `� .•`G E,N S- 1) Unbalanced roof live loads have been considered for this design. • V 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 15-0-6, Exterior(2R) NO 34'869 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 plategrip 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., Q 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �I �S ':` 0 Fi 'This truss has been designed for a live load of 20:0psf on the bottom chord in all areas where a rectangle 3-6.0 fall by 2-0-0 wide fit between the bottom .......; will chord and any other members. 8) Bearing 2, 9 atjoint(s) considers parallel to grain value using ANSI/TFI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 'ides Lee PE,W. 869. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MITek,USA 46c. FI Cert 6634 2=797. 9=797. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 51192020 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/TF11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety lnformaffon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 FL 336,110 April 7,2021 Job Truss Truss Type City Ply LOT 53/1 WATER TONE T23469839 2718467 A09 SPECIAL 2 1 Job Reference (optional) U.You a mat G< ZU41 wu r eK muuscnes, Inc. I ue Apr 6 u9:1 /:3b ZU21 Pagel ID:193QG WBBpX3jR187zeCm7kz5?ad,5FE?MXPTNilvILFb3Xv_WUjcGHGfbsM5P HgDfnzTU E_ r1-4 4 6-3-0 11-11-12 17-0-0 22-8-0 27-8-1 33-5-0 39 8-0 Al 0-0 1 4-0 6 3-0 5-8 12 5 0 5 5-8-0 5-0-0 5-8-12 I 6.3-0 1 4 0 6.00 F12 5x6 = 5x8 = 5 6 5x6 23 24 5x6 4 7 2x4 3 1.5x8 STP = 22 ;2 cn 2 15 _ 14 13 2612 1 11 8xl4 MT20HS - 3x8 = 3x6 = 4x6 = 8xl4 MT20HS = 4xl0 MT20HS 3.00 Fl2 8-8-0 17-0-0 I 22_M I 31-0-0 Scale = 1:75.4 M O 2x4 7:- 8 1.5x8 STP = 25 d 910 [v N d 4xl0 MT20HS LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.62 11-12 >769 240 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.86 Vert(CT) -1.12 11-12 >423 186 MT20HS 187/143 BCLL '0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.60 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 . Matrix-MSH Weight: 202lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except` TOP CHORD 1-4,7-10: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP M 31 'Except WEBS 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, 5-8=2546/1644, 6-7=-2773/1738, 7-8=-5320/2795, 8-9=5644/2977 BOT CHORD 2-15=2526/5637, 14-15=-1660/3794, 12-14=-1034/2565, 11-12=-1660/3367, 9-11 =2526/51 10 WEBS 3-15=294/324, 4-15=-797/2189, 4-14=-1428/799, 5-14=420/998, 6-14=-251/253, 6-12=420111081, 7-12=-1355/799, 7-11=-797/2035, 8-11=-306/324 Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-8-15 cc bracing. 1 Row at midpt 4-14, 6-14, 7-12 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 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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. Noz3'69 SIli ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing 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 ANSUTF11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Pa Safety Information available from TrussParke East Blvd. . Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa. rk 3ast 7k. FL33610 April 7,2021 w Job s Truss Type Qty . Ply LOT 53/1 WATERSTONE TA'1u4s T23469840 2718467 SPECIAL 2 1 Job Reference (optional) �uu�o, a,ru mo�ui �e trim a 11'y, r1l, r ici a —y, r� - 0000r, m4zu S Mar z1 ZU21 MI I eK Inrlustrles, Inc. Tue Apr 6 09:17:36 2021 Page l ID:193QG WBBpX3jRl87zeOm7kz5?ad-ZSoNZtQ581 tmvVgndFQD3iFpDhbZKLOEexZmADzTU Dz 1 4 0 5-11-1 9-6-9 15-0 0 19-10-0 24-8-0 30-1-7 33-8-15 39-8-0 1-0 - 1-4-0 5-11-1 3 7-9 5 5 7 4-10-0 4-10-0 5 5-7 3 7-9 5-1 6.00 �12 5x6 = 5 3x4 = 5x6 = 25 6 26 7 . Scale = 1:73.4 28 1.5x8 STP = 10 11 4x12 % 3.00 12 4x12 3x8 MT20HS t\ 3x8 MT20HS 8-8-0 15-0-0 24-M 31-0-0 39-8-0 8-6-0 6-4-0 9-8-0 B 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], 116:0-7-0 0-3-81 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 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.60 10 n/a n/a BCD.L 10.0 Code FBC2020ITPI2014 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 or2-2-0 oc bracing, Except: WEBS 2x4 SP No.3 5-3-0 do 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=-218214303, 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- ,%`�US �� ��II 1) Unbalanced roof live loads have been considered for this design.- SF 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. V� Ali •� ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2R) �- 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2E) 37-0 6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown- Lumber DOL=1.60 plate grip DOL=1.60 ►, NOas9 �C 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. 1 Z 5) All plates are MT20 plates unless otherwise indicated. % (v 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q� ` 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 �I �S �� CI will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Bearint join ,surface.10cosiders parallel to grain value using ANSIrrP1 1 angle to grain formula. Building designer should verify �I .I -ON A capacity 9) Provide mechanical connection (by others) of truss to bearing.plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) `Jullus Lee: PENa.3A869 2=797. 10=797. can e� i ICA 4:Inn, n , ram.. ccoA April 7,2021 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511.92020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTF11 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty LOT 5311 WATERSTONE � JPly T23469841 2718467 AO5 SPECIAL I 1 Job Reference o tional Dwwers rustouurce triant trlry, rL/, riant airy, rL - 0000r, m4ou s Mar zz xuzi mi I eK Inclustrles, Inc. I ue Apr 5 09:17:38 2021 Page 1 ID:193OG WB BpX3jRI87zeOm7kz5?ad-Vgw7_ZS Lge8U9ozAkgSh87L71UHBoBhX5F2tF5zTUDx r1-4-0, 13-i7-0 19-10-0 26-8-0 33-0-0 39-8-0 A1 -0-Q 1-4-0 6-8-0 6-4-0 6-10-0 6-10-0 ' 6-41 1-4-0 5x8 tr- 3.00 12 8-8-6 5x8 = 6.00 12 3x4 = 5x8 = 4 23 24 5 25 266 31-0-0 6-115 28 1.5x8 STP = 5x8 Scale = 1:73.4 LOADING (psf) TCLL 20.0 TCDL 7:0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.95 BC 0.94 WB 0.80 Matrix-MSH DEFL. in (loc) I/deft L/d Vert(LL) 0.62 10-11 >962 NO Vert(CI) -0.96 11-13 >498 180 Horz(CT) 0.59 8 n/a n/a PLATES MT20" MT20HS Weight: 190 lb GRIP 244/190 187/143 FT = 20% . LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 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(I:C 1). 8=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4919/3101, 3-4=-4613/2924, 4-5=-3036/2083, 5-6=-3036/2083, 6-7=-4613/2924, 7-8=-4919/3101 BOT CHORD 2-14=2640/4556, 13-14=-1511/2821, 11-13=-1772/3223, 10-11=-I511/2821, 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, 6-10=1038/1815, 7-10=378/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15A; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extericr(2E) -1-4-0 to 2-7-10, Interior(1)2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterjor(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 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 y 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 8=797. April 7,2021 A WARNING -Verify design peremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 5/192020 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 e 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 ANSYTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast 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 LQT 53/1 WATERSTONE T23469842 2718467, A06 SPECIAL 1 1 Job Reference (optional) o.veu 5 mar zz zun ml I eK Inaustnes, Inc. I ue Apr 6 09:17:39 2021 Page 1 ID:193QGWBBpX3jRI87zeOm7kz5?ad- 1UWCvTzRyGLmyYMlNzwgKtHquhRXilgKvoRnYzTUDw 1 4 0 5-11-1 1 5-011-0-0 17-0-0 22-8-0 28-8-0 33-8-15 39-8-0 1-0 5-11--15 0.15 5 11-1 1-4-0 Scale = 1:72.0 5x6 =. 2x4 II 4 24 25 5 6.00 12 1.5x8 STP = 22 o , 5x6 = 6 5x6 = 26 27 7 5x8 i::: 3.00 F12 5x8 zZ 8-8-0 LOADING (psf) TCLL , 20.0 TCDL TO BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.93 BC 0.68 WB 0.56 Matrix-MSH DEFL. in (lac) Vdefl L/d Vert(LL) 0.73 12-14 >656 240 Vert(CT) -1.03 14-15 >464 180 Horz(CT) 0.58 9 n/a n/a PLATES MT20 MT20HS Weight: 209lb GRIP 244/190 187/143 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, B-9=-4916/3104 BOT CHORD 2-15=2648/4483, 14-15=-1790/3279, 12-14=-2246/4158, 11-12=-1791/3281, 9-11=2647/4442 WEBS 3-15=333/385, 4-15=-745/1516, 4-14=-511/1116, 5-14=321/300, 6-12=-381/301, 7-12=511/1117, 7-11=-742/1461, 8-11=342/385 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Inted6ql) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(21R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific 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, 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. April 7,2021 A WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiiTek® 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 buss 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 Qty ' Ply LOT 53/1 WATERSTONE , T23469843 2718467 A07 SPECIAL 1 1 Job Reference (optional) o. V o 1 m1 44 — I wu I UK Inauslrtes, Inc. I Ue Apr b Uy:1 r:4U 2U21 Page 1 ID:193QG WB BpX31R187zeOm7kz5?ad-SD2uPFTbBF00067Zs5V9DYQUxl4WGBWgZZX_J_zTUDv 1 4 0 4-65 9-0-0 15 10-8 23 9 8 30-8-0 35 1-11 39-8-0 1-0 1-4-0 465 4-5-11 610-8 7-10-15 6-10-8 4-5-11 4-65 3x6 5x6 = 3x4 = 5x8 = Sx6 = 6.00 FIT 4 27 2829 5 6 3031 32 7 2x4 II 3.00 12 Scale = 1:72.0 3x4 a 833 N 34 1.5x8 STP = 0 0 910 M N 11 Iv 0 2x4 II 3x6 _- -- a.l t+. v.r�,v�-V1. lu•V-Y-V -u I.I—-uu-G-VI I�•V•U-IV CUUCJ - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 :240 MT20 2441190 TCDL 7:0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >942 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 9 n/a We BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 187 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 - TOP CHORD Structural Wood sheathing directly applied or 5-7-5.oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=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, 45=-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, B-12=-588/458, 6-13=-773/671, 7-13=997/703 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2p'sf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Exterior(2R) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, EMerior(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: Anril 7 7f171 ..r,.... ,�.,.. ;ontinued on page 2 A WARNING - Verify design paramet.am end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use onlywith MiTek® connectors: This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANS11TFl1 Qualify Criteria, DSB-89 and SCSI Building Component 6904 Safety Information available from Truss Plate Institute, 2670 Crain. Highway, Suite 203 Waldorf, MD 20601 .. _ TaBlvd. mpa, Parke 3e East ast Job Truss Truss Type Qty Ply LOT 53/1 WATERSTONE T23469843 2716467 A07 SPECIAL 1 1 Job Reference (optional) ountrndrn Ugly, rLl, n m any, rL - a000r, d.43U s Mar 22 2021 MITek Industries, Inc. Tue Apr 6 09:17:40 2021 Page 2 ID:I93QGWB BpX3jR187zeOm7kz5?ad-SD2uPFTbBF00067Zs5V9DYQUxl4WG8WgZZX_J_zTUDv LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=54, 17-19=20, 12-17=-20, 12-22=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=105, 2-25=59, 25-26=47, 4-26=70, 4-28=70, 28-31=47, 7-31=70, 7-33=70, 33-34=47, 9-34=59, 9-10=105, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=10 Harz: 1-2=113, 2-25=67, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=41, 4-7=-41, 7-9=-41, 9-10=3, 17-19=-20, 16-77=20, 13-16=10(F=30), 12-13=-20, 12-22=20 Harz: 1-2=-17, 2-4=27, 7-9=27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42,,2-4=13, 4-29=45, 29-32=26, 7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=-50, 2-4=-22, 7-9=39,'9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=-10, 16-17=10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 24=36, 4-7=-16. 7-9=5, 9-10=15, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=20, 12-22=-20 Harz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20, 16-17=-20, 13-16=10(1`=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 (010 Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=10 Harz: 1-2=82, 2-4=-54, 7-9=54, 9-10=82 11) Dead +-0.6 MWFRS Wind (Pos.'lntemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 24=16, 4-7=16, 7-9=16, 9-10=45, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=10 Harz: 1-2=53, 2-4=-25, 7-9=25, 9-10=53 12) Dead +0.6 MWFRS Wind (NegAntemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=16,.7-9=-16, 9-10=5, 17-19_20, 16-17=-20, 13-16=10(F=30), 12-13=20, 12-22=-20 Harz: 1.2=9, 2-4=2, 7-9=2, 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16. 4-7=16, 7-9=-16, 9-10=5, 1.7-19=20. 16-17=-20, 13-16=10(F=30), 12-13=20, 12-22=-20 Harz: 1-2=9, 2-4=2; 7-9=2; 9-10=9 - 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22, 17-19=20, 16-17=20, 13-16=61(F=81), 12-13=20, 12-22=-20 Harz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=22, 2-4=30, 4-7=-45, 7-8=-61, 9-10=-53, 17-19=20; 16-17=20. 13-16=61(F=81), 12-13=20, 12-22=-20 Harz: 1-2=22, 24=-14, 7-9=-17, 9-10=-9 17) Dead +0.75 Roof Live (bat.) +0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 274=45, 4-7=-45, 7-9=45, 9-10=-37, 17-19=20, 16-17=20, 13-16=61.(F=81), 12-13=20, 12-22=-20 Harz: 1-2=7, 2-4=1, 7-9=1; 9-10=7 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 24=45, 4-7=45, 7-9=45, 9-10=-37, 17-19=20, 16-17=20, 13-16=61(F=81), 12-13=20, 12-22=-20 Harz: 1-2=-7, 2-4=1, 7-9=1, 9-10=7 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7478 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors: This design is based only upon parameters shown, and Is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANS11TF11 Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sately /ntonnation available from Truss Plate Institute, 2670 CrairtHighway. Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type Qty. Ply LOT 53/1 WATERSTONE T23469844 2718467 A08 SPECIAL 1 1 Job Reference (optional) o.yoU s IVlar,&[ ZU d I Ive I eK Incustnes, Inc. I ue Apr 6 U9:17:41 2U21 Page 1 ID:193QGWB BpX3jR187zeOm7kz5?ad-wPcGdaUDyZWdOGilPo00mlzfziJ W?W6znC HXrQzTUDu 1-4-0 7-0-0 12-3-1 16-0-8 19-10-0 22-5-14 26-3-5 32-8-0 39-8-0 1-0 1 4-0 7-0-0 5 3 1 3_ 9� 3 9 8 2-7-14 3 9-8 6-4 11 7-0-0 1A 5x6 = 6.00 12 US = 3x4 — 2x4 II 5x6 = 5x12 = 5x6 — 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 1.5x8 STP = r' 2 17 36 1 37 38 39 40 15 14 41 42 43 4445 46 12 5x8 — 6x8 = 3x6 = 6x8 = 5x12 = 3x8 = 3x6 3.00 r1Z Scale = 1:72.0 M 1.5x8 STP = 1N �10 11 Iv 0 3x6 7-1-8 12-3-1 12 -0 19-10-0 26-2-0 26 5 32-6-8 39-M Z-1-8 5-1-9: 0- - 5 7-4-0 6-4-0 0- -5 6-3-3 7-1-8 Plate Offsets (X,Y)—: [2:0-0-10.Edge], [3'0-3-0,0-2_0], [4`.0-3-8,0-1-81. [7:0-3-0,0-3-0], [8:0-3-8,0-2-8], [9:0-4-0,0-2-81, [10:0-0.10,Edge], 112:0-8-0,0-0-8], [13:0-3-8,0-3-0], LOADING (psf) SPACING- 2-0-0 CS). DEFL. in (loc) I/deft. L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14A6 >630 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 n/a n/a - BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 177lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc pudins. 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 (jt=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(1_C 8), 10=429(LC 8). 16=1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-1038/444, 4-5=-573/923, 5-6=856/1302, 6-7=856/1302, 7-8=-866/1022,8-9=-1360/708, 9-10=-1598/729 BOT CHORD 2-17=263/1089, 16-17=923/751, 14-16=-529/321, 13=14=435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=102/288, 4-16=-1311/939, 5-16=-1398/1438, 5-14=-602/680, 6-14=-421/437, 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. NO 34869 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • i 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity bearing surface. I�•.aS� `� �,� `� �`.�� of 8) Provide connection truss to bearing mechanical (by others) of 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. Julius Lee PE No 34869 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 MITek 11Sfl IttC FU Cet,ti634 are correct for the intended use of this truss. aof4 Gac i� atbi to"T c��d ontinued.on page 2 �. WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511,92020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Safety information available from Truss Plate Institute, 2670 Crain Highway, Suiterke East Blvd. .203 Waldorf, MD 20601 _ Tampa, rk 36610 7t, r; FL 33610 ;4nril 7 gf191 Job Truss Truss Type Qty Ply LOT 53l1 WATERSTONE r T23469844 2718467 A08 SPECIAL 1 1 Job Reference (optional) U. _io tridnr �11y, rLl, rrdur � Iiy, rL - 0000r, tl.43u s Mar 22 2021 MiTek Industries, Inc. Tue Apr 6 09:17:41 2021 Page 2 NOTES - ID: 193QG WBBpX3jRl87zeOm7kz5?ad-wPcGdaUDyZW30Gi1Po00m IzfziJ W? W6znCHXrQzTUDu 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 Ib up at 24-7-4, 111 lb down and 197 lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb down and 197 lb up at 30-7-4, and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down and 128 lb up at 7-1-8, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-74, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-6-8 on bottom chord. The designtselection 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 (plo 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(1]1) 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=11,1(B) 32=-111(B) 33=-111(B) 34=111(B) 35=-111,(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=46(B) 40=46(B) 41=46(B) 42=-46(B) 43=-46(B) 44=-46(B) 45=-46(B) 46=-46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-27=45, 27-34=26, 9-34=16, 9-10=31, 10-11=21, 17-18=-1p, 16-17=-10, 13-16=49(F=59), 12-13=10, 12-21=10 Horz: 1-2=-50, 23=-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 (plo Vert: 1-2=21, 2-3=31, 3-25=16, 8-25=26, 8-9=45, 9-10=13, 10-11=42, 17-18=-10, 16.17=10, 13-16=49(F=59), 12-13=-10,-12-21=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Concentrated Loads.(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(8)29=156(B)30=156(B)31=156(B)32=156(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B) 37=-23(8) 38=23(B) 39=23(13) 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 (plo 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(6) 7=197(B) 9=315(B) 17=128(B) 15=13(B) 12=128(B) 24=197(B) 25=197(8) 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(13) 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 (plo Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36; 10-11=-26, 17-18=20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(13) 38=13(B) 39=-13(B) 40=-13(8) 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 (plo 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(8) 12=108(B) 24=136(8) 25=136(B) 26=136(B) 28=136(B) 29=136(B) 30=136(B) 31=136(B) 32=136(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B) 37=-23(B) 38=23(8) 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 (plf) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=10 Horz: 1-2=53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=1.16(B) 7=165(B) 9=271(8) 17=168(B) 15=-23(B) 12=108(B) 24=165(B) 25=165(B) 26=165(B) 28=165(B) 29=165(B) 30=165(B) 31=165(B) 32=165(B) 33=165(B) 34=165(B) 35=165(B) 36=-23(B) 37=-23(B) 38=23(13) 39=23(1]1) 40=23(B) 41=-23(B) 42=-23(B) 43=23(131) 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 (plo 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=1 97(B) 9=335(B) 17=1 28(B) 15=1 3(B) 12=128(9)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B) 30=197(B) 31=197(B) 32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=13(B) 39=13(B) 40=-13(B) 41=-13(B) 42=13(B) 43=13(B) 44=-13(B) 45=-13(B) 46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-5, 2-3=-16, 3.9=16, 9A0=-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 -Ved deli n ammeters and NOTES ON .ly _ g p _ THIS AND INCLUDED parameters REFERENCE PAGEn individ rev. 6/19/2 co BEFORE USE. �• Design valid for use only with MiTek® connectors: This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply LOT 53/1 WATERSTONE + + TA08 T23469844 2718467 SPECIAL 1 1 Job Reference (optional) -y, - ����r , o.4ou s mar zz zuzl mi l eK industries, Inc. I ue Apr 5 09:17:41 2021 Page 3 ID:193QG WBBpX3jR187zeOm7kz5?ad-wPcGdaUDyZW30GiIPo00m IzfziJ W?W6znCHXrQzTUDu LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=13(B) 39=13(13) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=13(13) 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 (010 Vert: 1-2=-53, 2-3=61, 3-9=-45, 9-10=-30, 10-11=-22, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=20, 12-21=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=232(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B),34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=13(B) 39=13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(8) 44=13(1]1) 45=-13(B) 46=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=20, 12-21=-20 Horz: 1-2=22, 2-3=-14, 9-10=117, 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=A3(B) 37=13(B) 38=13(B) 39=13(13) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=13(B) 45=-13(B) 46=-13(B) 15) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo II Vert: 1-2=-37, 273=45, 3-9==45, 9-10=-45, 10-11=-37, 17-18=-10, 16-17=20, 13-16=24(F=44), 12-13=20, 12-2.'1=-20 Horz: 1-2=-7, 2-3=11 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(8)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)24=145.(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=13(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) 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 (lb) Vert:3=-5(B) 7=145(B)9=247(B) 17=76(B) 15=-13(B)12=76(B) 24=145(B) 25=145(B)26=145(B) 28=145(B) 29=145(B) 30=145(B) 31=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=13(B) 39=13(13) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=13(B) 45=-13(B) 46=-13(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 5/1.92020 BEFORE rev. USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is for to injury M iTek' always required stability and prevent collapse with possible personal and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSUTP/1 Duality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke Fast Blvd. Tampa, FL 36610 Job Truss Truss Type Qty. , Ply LOT 53/1 WATERSTONE ' + T23469845 2718467 009 SPECIAL 1 1 Job Reference (optional) "•""'^ "� �• �• `^•l i ' — ^ " Y' � � - `^"+ 0.90U s [Y141 GC cuc I wn I eK Inuusirles, Inc. i ue Hpr b U`J:l 1:42 2U21 Hage 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-Oc9egwVsjtewdQHxzVXd]zVok6e7k?d70s05OtzTUDt r1-4-Q 6-8-0 13-0-0 19-10-0 a1-0-Q 23-10-0 26-8-0 , 33-0-0 39-8-0 p1-0-0 1-4-0' 6-8-0 ' 6-4-0 ' 6-10-0 -2- 2-10-0 3x6 = 6x12 MT20HS _ — 1-77 5x8 = 5x6 i 7 5x8 % 3.00 F,2 5x8 8-8-b 15-75' 1 24-0-11 39-8-0 8-8-0 Scale = 1:74.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL. 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.95 BC 0.94 WB 0.81 Matrix MSH DEFL. in (loc) Udell L/d Vert(LL) 0.63 12-13 >757 '240 Vert(CT) -0.96 13-15 >497 180 Horz(CT) 0.60 10 n/a n/a PLATES MT20 MT20HS Weight: 199 lb GRIP 244/190 187/143 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 2-270 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 Harz 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=1031484, 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=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteri6r(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Exterior(2R) 21-0-7 to 23-10-0, Exterior(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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. April 7, 2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7478 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is form 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 ANSI7fP11 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904TamPark 6904 Parke East Blvd. East 36610 Job Truss Truss Type Qty Ply_ LOT 53/1 WATERSTONE 2718467 Alb SPECIAL 1 1 T23469846 D„ilrlere M Stee, ,r.... /Dl....6 r:�.. �l 1 DI...-, n:,.. c� n�cc� .. .-- .. Job Reference (optional) _- ------ ._ . . . _ . •-•-^�-•• ••-••���• r1 4 Q 5-11-1 ..,,r, - ��� 11-0-0 o.vou s nnar GG Gun mt i eK Industries, Inc. I us Apr 6 09:17:43 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-sojO1 GWUUAmnFZs7XD2srA2yR/2XTWhGFWmewJzTUDs 16-10-1 19-0-0 l 22-9-15 23-10,0 28-8-0 33-8-15 39--0 41-0-0 1-4-05-0-15 5-10-1 2-1-15 3-9-15 -0. 4-10-0 15 5-181-1 1-4-0 Scale = 1:74.3 5x6 = 6x12 MT20HS 8 31 5x6 = 2x4 II 5x6 4 5 30 7 10 6.00 12 27 28 6 2x4 26 2x4 II 2x4 3 11 cS 1.5x8 STP = 25 29 .cn 1 2 18 17 16 15. 14Ia o I 8x14 MT20HS = 5x8 = 5x8 — 4x6 — 8xj4 MT20HS = — 12 N 5x8 3.00 12 5x8 8-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.68 15-17 >704 24b MT20. 244/190 TCDL 7.0 Lui tber DOL. 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 n/a 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 ocbracing. 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 Grant 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, 1b-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) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, bdedor(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, 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 purlin along the top and/or bottom chord. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 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 ANS11TPl1 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 6904TamP rk 36610 East April 7,2021 Job Truss Truss Type Qty Ply, LOT 53/1 WATERSTONE 2718467 + A11 SPECIAL 1 1 T23469847 Job Reference (optional) - • ••-•---•-- - •• •n , o.w s rviar «zuz I Ivu I eK Inausines, Inc. I ue Apr 6 U9:17:45 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4 cnz-oB mSyXkOoOUV10 Wee4Kwb7loJhzxLOZiq FI_CzTU D q r1-4-Q 6-3-0 , 9-0-0 17-0-0 20-1-8 23-10-0 31-6-0 39 8-0 Al O-Q 1-0-0 6-3-0 2-9-0 8-0-0 3-1-8 3-M " 7-8-0 8-2-0 1-4-0 5x6 = 7 13 ie I as 11 . 14 US = 3x6 = 3x6 = 3x6 3.00 F12 6x8 = Plate Scale = 1:73.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.26 11-13 >887 240 MT20 244/190 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 FBC2020ITP12014 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 micipt 7-13 REACTIONS. (size) 2=078-0, 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, 34=-2061/1313, 4-5=-13091930, 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=10611824, 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, Extedor(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied 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 atjoint(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. April 7, 2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 51IM020 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Pa Safety Information available from Truss Plate Institute, 2670 Crain:Highway, Suite 203 Waldorf. Fast Blvtl. • MD 20601 Tampa, Parke 3ast Job russTruss Type Qty Ply LQT 53/1 WATERSTONET23469848 271646712 T SPECIAL I 1 Job Reference o tional -- --- - - ----- -- — - -••, -,•-• •• --••, • - _--•-• , u.tiau a rvidi cc cut I Ivr I eK Inuusmes, Inc. I ue Apr b, U9:1 /:4b 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-GNP9glYMn5BL61biCLbZTogXEjlwgrGixU IXezTUDp r1-4-0. 7-0-0 9-2-2 1%8-0 115-0�1� 20-1� 22-4-0 25-4-0 31-0-2 35 4 2 39 8 0 p1 0-0 1-4 0 7-0-0 2-2-2 . 3-5 14 2-4-0 2-1-13 2-11-11 2-2-8 3-0-0 5-8-2 4-3-15 4-3-14 1 ,4 3x8 N1 5x6 8x12 = 3.00 12 7-1-8 , 9-10-0 ,11-8-0, 15-94 3x4 II 5x6 = 5x8 = 9 10 19 18 6x12 MT20HS= 17 3x4 = Scale = 1:73.4 5x6 11 cr 2x4 12 1.5x8 STP = 0 0 13 M cv 14 16 15 3x6 = 3x6 = 3x6 = I:U-s-u u-J-u , 1t$:u-J-t5,U-3-U , L1:U-3-U,U-4-0 , 25:0-4-0 0-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.25 24 >981 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.33 24 >751 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) -0.03 18 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH Weight: 237 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-6 cc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-M cc bracing, Except: 5-23: 2x8 SP 240OF 2.OE, 20-22: 2x6 SP M 26, 8-18: 2x4 SP M 31 4-10-8 cc bracing: 2-25 WEBS 2x4 SP No.3 5-0-4 cc bracing: 24-25 WEDGE 6-5-10 cc bracing: 23-24. Left: 2x4 SP No.3 5-10-0 oc.bracing::1 B-20 WEBS 1 Row at midpt 10-18 REACTIONS. (size) 2=0-8-0, 18=0-4-0, 13=0-8-0 Max Harz 2=321(LC 7) Max Uplift 2=-691(LC 8), 18=-932(LC 8), 13=406(LC 8) Max Grav 2=1187(LC 1), 18=2161(LC 1), 13=787(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3450/1751, 3-4=-3077/1697, 4-5=-2993/1733, 5-6=3360/1924, 6-7=-1098/877 7-8=-223r736,8-9=192/586,9-10=137/471,10-11=-422/262,11-12=-1076/465, 12-13=-1222/516 BOT CHORD 2-25=1429/3117, 24-25=-1405/3091, 23-24=-847/1665, 21-22=938/1657„ 18-20=-1196/748,8-20=-307/255,15.17=164/714,13-15=-336/1048 WEBS 3-25=424/1159, 3-24=-321/23, 4-24=-176/251, 22-24=-632/1451, 6-22=-801/1838', -21 1105=164/3972, 9-16=290/80, 10-1 8=901/343, 10 217 �616/383, LF �j�f 881531, 11505/917, 17 11-197/1542, ����,,3L!US NOTES- �. N 1) Unbalanced roof live loads have been considered for this design. Wind: NO 34Z69 2) ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. - , j •; 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 loadingrequirements specific to the use of this truss component. - • 4) Provide adequate drainage to prevent water ponding. :: IZ 5) All plates are MT20 plates unless otherwise indicated. 6) This has been designed truss fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �I ` 0' R � %� S •• will fit between the bottom chord and any other members. 8) Bearing to ANSlrrPI ' • - ' C �� '6 ONAI- parallel grain value using 1 angle to grain formula. Building designer should verify bearing -Ai% opacity of surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 691 lb uplift at joint 2, 932 lb uplift at 'Jullusteel PE;No 34869. joint 18 and 406 lb uplift at joint 13. Mink USA; IOC FL Celt 6634 10) Hanger(s) or other connection device(s) shall be.provided sufficient to support concentrated load(s) 179 lb down and 164 lb up at ;6904 Parke East Bfvd.,7ampa FL 3361D 7-0-0, and 115 lb down and 182 lb up at 9-0-12; and 115 lb down and 182 lb up at 11-0-12 on top chord, and 343 lb down and 129 Date: lb up at 7-1-8, and 81 (b down at 9-0-12, and 81 lb down at 11-0-12 on bottom chord. The design/selection of such connection Anril 7 W11011 :ontftdde(a)pagi362responsibility of others. r"' ' I" ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1 M020 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. Bradng 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 ANS11TP/1 Duality Criteria, DSB-89 and BCSI Building Component asi Safety Information available from Truss Plate Institute, 2670.Crain:H6904 Parke East Blvd. ighway, Suite 203 Waldorf, MO 20601 _ _ Tampa,rk E Job Truss Truss Type Qty Ply LOT 53/1 WATERSTONE • 2718467 Al2 SPECIAL 1 1 T23469848 Job Reference (optional) .— _ ... _..,__. _„ , .-1.. ....1, , _1, , ..., .. ---- ---- , 0.40U s IVQIr GL ZUGI wil l eK Inousirles, Inc. 1 ue'Apr b. U9:17:46 2021 Page 2 NOTES- ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-GNP9gIYMn58L61 biCLbZTogXEj 1 wgrGikU_IXezTU Dp 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, 9-10=-54, 10-14=-54, 25-26=-20, 23-25=20, 20-22=-20, 18-19=-20, 18-29=20 Concentrated Loads (lb) Vert: 3=-179(F) 25=-343(F) 24=59(F) 4=115(F) 32=-115(F) 84=-59(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. $/192020 BEFORE. USE. Design valid for use only with MITeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard 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 ANSUTPl1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain.Highway, Suite 203 Waldorf, MD 20601 - - Tampa, 6904 Parke 3ast Job Truss Type Qly - PlyTOT 53/1 WATERSTONE 2718467 FTnuss 2 SPECIAL 1 T23469649 bReference (optional) �u�_ ,r i o uuui uc tnant t uy, ry, Plant City, FL - c000r, 5.430 s Mar 22 2021 MiTek Industries, Inc. Tue Apr 6 09:17:47 2021 Page 1 ID:3xt?Yd6RbYnX016Sf6ghhz4cnz-IZzXteZ YPGCkBAvm37o?ODiz7RsPGjsA8ks34zTUDo 4 105 81 8 9-0-0 14-8-0 21-1-2 27-8-0 29-0-0 4-105 3-3J 10 5-8-0 6-5-2 6-6-14 1-4-0 3x4 = 3x6 3 4 5x8 = 23 5 3x6 = . 3x4 6x12 MT20HS = 3x4 = 2x4 II 1-2 27 Scale = 1:49.9 Io o N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.10 10-12 >999 240, MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC -0:58 Vert(CT) -0.18 10-12 >999 186 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) _ 0.02 7 n/a n/a BCDL 10.6 Code FBC2020/TPI2014 - Matrix-MSH Weight: 141 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-15 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 3-12:2x4 SP M 31 6-0-0 oc bracing: 1-14. WEBS 2x4 SP No.3 6-0-0 oc bracing: 12-14 WEBS 1 Row at midpt 5-12 REACTIONS. (size) 12=0-4-0, 7=0-8-0 Max Horz 12=-242(LC 8) Max Uplift 12=-694(LC 10), 7=376(1_C 10) Max Grav 12=1691(LC 15),7=848(LC 16) FORCES. (lb) -Max. Comp./Max.'Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-176/548, 2-3=311/779, 3-4=0/339, 4-5=-34/452, 5-6=-497/333, 6-7=1172/556 BOT CHORD 1-14=447/235, 12-14=-965/670, 3-14=-609/507, 10-12=0/390, 9-10=310/980„ 7-9=-308/986 WEBS 2-14=331/307, 5-10=-192/670, 5-12=1107/626, 6-9=0/268, 6-10=-797/470 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-16; Vult=160rrph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3=11-10, Interior(1) 3-11-10 to 5-0-6, Exterior(2R) 5-0-6 to 18-7-10, Interior(1) 18-7-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-070 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the. use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 694 Ili uplift at joint 12 and 376 lb uplift at joint 7. April 7,2021 ® WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi14473 rev. 5/192020 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 WIF ra 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f Quality Criteria, DSB-99 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. , M20601 Parke 6904 Parke East Blvd. 3ast Tampa, Job Truss Truss Type Qty Ply LOT 53/1 WATERSTONE I T23469850 2718467 B03 SPECIAL 1 1 _ Job Reference (optional) ..•.__� • -•�__ •�•_• � •r. _• --- o.vau s ry v au cucu mi r ex mousrnes, Inc. vvea Apr 111:24:b9 2021 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-cxs N FlrnfshYnH41B VxjA I eyaphxm s Bfzao73VzT8Bo 7.0-0 -10-4 12-3-0 16-8-0 21-3-6 27.8;0 29•a0 7.0.0 0-10- 4-5-0 4-SO 4-7-6 6-40 1--4 Scale: 1 /4"=1' 6.00 3x4 = 3x4 II 3x4 = 4x6 = 2 3 24 4 25 26 27 5 �a 4x6 = I .3x4 = 1.5x8 STP = 3x8 = 2x4 11 6x8 = 1-0-2 r 1-0-0 a 4-0-0 7-8-0 7-10-0 16-8-0 21-3-6 27-8-0 1 0-0 2-10-14 3-8-0 0- -0 6-10-0 4-7-6 6-410 0-1-2 LOADING (psf) SPACING- 2-0-0 CS1. DEFL: in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate'Grip DOL 1.25 TC 0.45 Vert(LL) 0.17 14-22 >571 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.82 Vert(CT) -0.31 .10-12 >756 1180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr qYES WB 0.68 Horz(CT) -0.06 12 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH Weight: 138 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-112: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 12=95010-8-0, 7=812/0-8-0, 1=364/0-4-0 Max Horz 1=-201(LC 8) Max Uplift 12=-435(LC 10); 7=498(LC 10), 1=-444(LC 10) Max Grav 12=1017(LC 2), 7=1017(LC 16), 1=415(LC 21) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-7 cc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. Except: 6-0-0 cc bracing: 12-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-266/382, 2-23=-206/393, 2-3=-213/442, 3-24=-196/431, 4-24=-196/431, 4-25=906/773, 25-26=-906/773, 26-27=906/773, 5-27=-906/773, 5-28=-1035/784, 6-28=1048/768, 6-29=-1499/951; 7-29=1535/937 BOT CHORD 12-14=349/239, 3-14=-270/218, 12-30=262/523, 11-30=-262/523, 11-31=262/523, 10-31=-262/523, 9-1 0=-659/1310, 7-9=-659/131 0 WEBS 4-10=-104/469, 4-12=-731/458, 6-10=-614/405 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-11-10, Exterior(2R) 3-11-10 to 10-11-10, Interior(1) 10-11-10 to 12-8-6, Exterior(21R) 12-8-6 to 20-7-10, Interior(1) 204-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 Ito uplift at joint 12, 498 lb uplift at joint 7 and 444 lb uplift at joint 1. - LOAD CASE(S) Standard April 7,2021 -- A WARNING - Verjry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 syslems,'see ANS11TP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 - Tampa, FL 36610 Job - Truss Truss Type Qty Ply LOT 53/1 WATERSTONE 2718467 B04 SPECIAL 1 1 T23469657 Job Reference (optional) • npr / 11:[o:' Zu21 rage 1 ID:3xt7Yd6RbYnX016Sf6ghjjz4cnz-1K7naDVfxSUuFaD7MrvOMhtBca42QG5cO t_zNzT87y -1440 7-1-0 13-3-0 1a-8-o -z73a-o 1-0 -10z-oo 5-00 5-50 5-5-0 28-10 19 3x4 = 2x4 II 6.00 FIT 3 4 23 3x4 = 4x6 = 5 24 25 26 6 Scale = 1:50.2 M jC5 o d o N = 3>�6 4.6 = 3x4 = 6x8 = 1-0-0 P-10-4„ 5-0-0 7-8-0 7-10-0 18-8-0 27-8-0 0 10-4 4-0-0 24-0 0- -0 10-10-0 9-0-0 'l 0-1-12 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.29 10-12 >864 - 240 TCDL 7.0 Lumber DOL 1.25 BC. 0.98 Vert(CT) -0.59 10-12 >403 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) -0.05 12 n/a n/a BCDL 10:0 Code FBC2020/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 4-12: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 12=934/0-8-0, 8=810/0-8-0, 2=448/0-4-0 Max Harz 2=175(LC 9) Max Uplift 12=-492(LC 10), 8=477(LC 10), 2=-510(LC 10) Max Grav 12=934(LC 1), 8=831(LC 16), 2=450(LC 19), PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 130 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-0-0 oc bracing: 12-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-225/294, 3-22=-193/305, 3-4=-193/308, 4-23=-169/343, 5-23=-169/343, 5-24=864/778, 24-25=-864/778, 25-26=864/778, 6-26=-864/778, 6-7=-997/824, 7-27=1106/915, 27-28=-1160/905, B-28=1195/902 BOT CHORD 12-13=352/297, 4-13=-287/280, 11-12=357/642, 10-11=-357/642, 8-10=-626/1027 WEBS 5-10=-41/328, 6-10=1291313, 7-10=-340/352, 5-12=-756/534 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-sec6nd 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; Exterior(2R) 2-7-10 to 8-11-10, Ihtedor(1) 8-11-10 to 14-8-6, Exterior(2R) 14-8-6 to 22-7-10, Interior(1) 22-7-10 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 lb uplift at joint 12, 477 lb uplift at joint 8 and 510 lb uplift at joint 2. LOAD CASE(S) Standard April 7,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Inform6904 Parke East Blvd. Information available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ Tampa, Parke 3ast v Job Truss Truss Type City Ply��LOT 1 WATERSTONET23469852 2718467 } 805 SPECIAL 1 rence (optional) - ----- ------ -- - - • -,• •-• •• -••, • - ----• U.YUu a wear cL 4Uc I Ivn I eK maustrles, Inc, t ue Apr 8 U9:17:50 2021 Page 1 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-98egVfbtrKenbeuURBgVderEoKR7ckE Is6yWgPzTUDI -1-4-0 3-0-0 7-10-0 14-3-0 20-8-0 27-8-0 29-0-0 1-4-0 3-014-10-0 6-5=0 6-5-0 7-0-0 1-4-0 4x6 = 6.00 12 3 21 5x6 = 22 4 2x4 11 23 5 5x8 = 6 •. ••12 • • 3x4 = 3x8 = 2x4 11 3x4 = 3x6. II Scale = 1:50.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.18 13-14 >529 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.15 13-14 >650 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 126 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-13'oc bracing. Except: WEBS 2x4 SP No.3 5-8-0 oc bracing: 12-13 REACTIONS. (size) 2=0-4-0, 12=0-8-0, 7=0-8-0 Max Harz 2=134(1_C 7) Max Uplift 2=-563(LC 8), 12=-655(LC 8), 7=-485(LC 8) Max Grav 2=405(LC 1), 12=1002(LC 1), 7=810(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-400/657, 3-4=344/626, 4-5=-966/668, 5-6=-966/668, 6-7=-1186/614 BOT CHORD 2-14=480/332, 13-14=-498/344, 12-13=936/673, 4-13=847/502, 9-1 0=-377/1 000, 7-9=-379/993 WEBS 6-9=0/288, 5-10=373/303, 4-10=386/1001 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); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 2, 655 lb uplift at joint 12 and 485 lb uplift at joint 7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 lb down and 60 lb up at 3-0-0, and 62 lb up at 5-0-12, and 62 lb up at 7-0-12 on top chord, and 40 lb down and 139 lb up at 3-0-0, and 15 lb down and 60 lb up at 5-0-12, and 15 lb down and 60 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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: 1-3=-54, 3-6=-54, 6-8=-54, 13-15=-20, 12-18=20 Concentrated Loads (lb) Vert: 3=2(F) 14=-20(F) 21=4(F) 22=4(F) 24=8(F) 25=8(1`) April 7, 2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6H92020 BEFORE USE. Design valid for use only with M7ek® 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 Wit is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCS/ Building Component Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Park - Tampa, rk 36610 East Job Truss Truss Type Qty Ply LOT 53/1 WATERSTONE T23469853 2718467 C1 JACK 4 1 Job Reference (optional) 6UIl0ers rlrstbource (Flan[ tarty, f L), - Plant city, FL - 335b/, B.43U s Mar 22 2U21 Mi I eK Industries, Inc. Tue Apr 6 09:17:50 2021 Page 1 I D:3xt?Yd6 RbYnXO16Sf6ghjjz4cnz-98egVfbtrKen beu U R B gVderL2Kbzcp B Is6y WgPzTU D I -1-4-0 0-11-4 r 1-4-0 0-11-4 Scale = 1:7.6 0 . .., 0114 0-11-4 Plate Offsets (X,Y)-- [2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl . Ud PLATES "GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 5 >99g 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5- >999 1811 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code 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 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC.10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4=-15(LC 1) Max Grav 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 6=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 rionconcurrent with any other live loads. 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. , �111111'li/i� ) Refer to girder(s) rtruss truss to Pr ovide mechanicalConnection 6b others) of truss to bearing late capable of withstanding 3 lb uplift at'oint 3, 195 lb uplift at joint 2 (Y ) 9 P P 9 P J P J � J� ,.� and 15 lb uplift at joint 4.�4.1 •w *. n n �.� I //1... LA/l�r April 7,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII4473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 Qly Ply LOT 53/1 WATERSTONE 2718467 � C1P Jack -Open 2 1 T23469854 Job Reference (optional) B ­ Qu Z IV141 c< < 41 wu r en irmusmes, inc. t ue Apr b ukr i f:b1 zu21 Page 1 ID:193QG VvB BpX3jR187zeOm7kz5?ad-dKC2j?cVicemeDoTg?uBkAsN WokxCLGRR5mi3CrzTUDk -1-4-0 0.11-4 1-4-0 0-114 0-1 Scale = 1:7.6 a11-a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(&) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MP Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Harz 2=79(LC 10) Max Uplift 3=-6(LC 7), CIO ), 4=-23(LC 15) Max Grav 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; 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-Cfor 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 five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 3, 213 lb uplift at joint 2 and 23 lb uplift at joint 4. April 7,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1 W020 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 MITe'K• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, DSB-89 and SCSI Building Component 6904 ParkEast Safety lnfomration available from Truss East Blvd. ss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, Parke Job Truss Truss Type Qty Ply LOT 5311 WATERSTONE T23469855 2718467 C1V SPECIAL 6 1 Job Reference (optional) • ••-•---•- -• •• n n �• • � •n - -��� wei <c — i wn 1 uA uruusiries, mc, i ue Apr b Uy:1 t:O1 11JL1 I'age 1 ID:193QGWB BpX3jR187zeOm7kz5?ad-dKC2j?cVicemeDoTg?uBkAsN WokxELGRR5m i3CrzTU Dk -1-4-0 0-11-4 1-4-0 0-11A la date 0 m 0 M IR 9 00 Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL.. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 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 Code FBC2020/TPI2014 . Matrix=MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. 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(LCr10), 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; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/iPI 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 atjoint 2 and 14 lb uplift at joint 4. No 4869 FL 336,1D April 7, 2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1.92020 BEFORE USE. � Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and Is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TFl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Park Safety Information available from Truss Plate Institute, 2670 Crain'Highway, Suite 203 Waldorf, Me East Blvd. D 20601 _ Tampa, Parke East Job Truss Truss Type Qty Ply LOT 53/1 WATERSTQNE 4 � T23469856 2718467 C3 JACK 4 1 Job Reference (optional) bunuers rusiouurce Irian Lny, rLl, riant L'ny, rL - JJOor, -1-4-0 0"Z' s IVlar zC LUG I NII I eK Inaustrles, inc. i Ue:Hpr b Ue:1 /:bz zuzl rage 1 I D:3xt?Yd6RbYnX016Sf6ghjjz4cnz-5XmQwLd7NxuVgy2sZcizi3whY8GJ4jhbJQRdk]zTU Dj 2-11-4 2A14 Scale = 1:12.7 2-11 4 2-114 Plate Offsets (X,Y)-- [2:0-4-0,0-0-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 4-7 >999 240 MT20. 244/190 TCDL 7.0 Lumber DOL. 1.25 BC 0A 1 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Grav 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at:joint'3 and 157 lb uplift at joint 2. April 7,2021 ® WARNING -Verify design parameters and READ NOTES ON THISAND 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 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 Qty Ply LOT 5311 WATERSTONE T23469857 2718467 C3V SPECIAL 6 1 Job Reference (optional) •' • " •J, - - - --- , ai L< - I IVII r WC r1uu51r1e5, Inc. I Ue'F1pr b Ue:l cos ZUY1 Page 1 ID:193QG WB BpX3jR187zeOm7kz5?ad-TKo8hdl8FOMS6d26JDC FHTslXcWoAxkY4BAHkzTU Di -1-4-0 2-11-4 1-4-0 2-11-4 B LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 IC0.23 Vert(LL) -0.01 4-7 >999 240 TCDL TO Lumber DOL 1.25 BC OA2 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIfrPI 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. ` Li34`869 ik FL 3361.0 April 7,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1,92020 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 chard 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 ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ _ Tampa, FL 36610- Job Truss Truss Type Qty Ply ' LOT 53/1 WATERSTONE T23469858 2718467 C5 JACK 4 1 Job Reference optional) ouuuaia.ri—o urcu trianr uuy, rLl, runt UKy, rL - ooaor, a.4du s mar zz zuzl mi I eK mauslrles, Inc. I ue Apr 6 U8;1 Cb3 2U21 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-ZjKo8hdIBFOMS6d26JD CFHTnjXXCoAxkY4BAHkzTUDi -1 4-0 4-11-4 1-4, 4-11-4 1 3x4 = Scale = 1:17.6 Plate Offsets (X,Y)-- [2:0-1-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 4-7 >999 240 MT26 244/190 TCDL 7.0 Lumber DOL 1.25: BC 0.39 _ Vert(CT) -0.06 4-7 >908 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.D Code FBC2020ITPI2014 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 puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-107(LC '10), 2=-167(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (lb) : Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-5econd gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load, shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 167 lb uplift at joint 2. April 7, 2021 -- A WARNING -Verify design parameters and READ NOTES ON THIS AND INC LUDEb MITEKREFERENCE PAGE MII.7473 rev. 611.9/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the 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 ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Jab Truss Truss Type Qty Ply. LOT 53/1 WATERSTONE � ► T23469859 2718467 C5V SPECIAL 6 1 Job Reference (optional) ounueia nrarouuwe tnanr ­y, r�l, rianr uay, r� - ouoor, o.93U s iviar LL zuzi mi I eK mausines, Inc. I us Aprb 1.19:1 /:54 2U21 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-1 vuBL1 eNuZ9D4GCFg11RnU?ysxsjXcAunkwjpAzTUDh -1-4-0 4-11-4 1 4-0 4-11-4 0 Plate Offsets (X,Y)-- [2i0-0-15,Edge 3x4 Scale = 1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl . Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.06 4-7 >925 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 4-7 >875 180 BCLL 0.0 Rep Stress Incr YES WB ' 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 . Matrix -MP Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max 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=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45f; 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 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 112 lb uplift at joint 3 and 161 lb uplift at joint 2. April 7,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanentbracing MiTek• is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITFII Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast 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 53/1 WATERSTONE ° • 2718467 D02 HIP 1 1 T23469660 Job Reference (optional) a inc. rue Apr o ua:l /:bo ZUZI Pagel I D:3xt?Yd6 RbYnXO16Sf6ghhz4cnz-W6SZZNf?fsH4hPn REkG g KiY?zL67 G?I7 ?O g H LczTU D g -1-4-0 7-0-0 13-0-0 19-11-4 21-3-4 1.4-0 7-0-0 6-0-0 6-11-4 1-4-0 5x8 = 16 46 = 17 4 3x6 = 2x4 II — — 3x4 = 3x6 = Scale = 1:36.8 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/TPI2014 CSI. TC 0.99 BC 0.81 WB 0.26 Matrix-MSH DEFL. in (loc) I/defl Ud Vert(LL) 0.14 9-12 >999 240 Vert(CT) -0.19 9-12 >999 180 Horz(CT) 0.06 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Harz 2=-171(LC 6) Max Uplift 2=-784(LC 8), 5=-804(LC 8) Max Grav 2=1422(LC 1), 5=1426(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2542/1275, 3-4=-2217/1247, 4-5=-2531/1309 BOT CHORD 2-9=-974/2206, 7-9=-977/2229, 5-7=-1003/2193 WEBS 3-9=-80/686, 3-7=-298/60, 4-7=-56/694 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. F �� ,� • �� .I� ,i��s 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 bottom live load `,�� ,•`G E,N S psf chord 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 �- �. F ♦, �' ; •�' will fit between the bottom chord and any other members. N 0 34869 •: 7) Provide mechanidal connection (by others) of truss to bearing plate capable of withstanding 784 lb uplift at joint 2 and 804 lb uplift at * : 1k joint 5. •t 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 87 lb up at 7-0-0, 86 Ib down and 162 Ib up at 9-0-12, and 86 Ib down and 162 Ib up at 10-11-4, and 116 lb down and 290 lb up at 13-0-0 on • -- • top chord, and 374 lb down and 163 lb up at 7-0-0. 65 lb down at 9-0-12, and 65 lb down at 10-11-4, and 374 lb down and 163 lb io i up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Q� �� 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). '�� t • Gib *1 LOAD CASE(S) Standard ��NA�-����' 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 l lil i i I , Uniform Loads (plf) dullus Lee -PE No M69 Vert: 1-3=-54, 3-4=-54, 4-6=-54, 10-13=-20 MiTek USA, tnC FL Ce L6634 Concentrated Loads (lb) 6904 Paine East Blvd. Tariipa FL33610 Vert: 3=-116(B) 4=-116(B) 9=374(B) 7=374(B) 16=-86(B) 17=-86(B) 18=40(B) 19=40(B) Date:. April 7,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designermust verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to collapse MiTek' prevent with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 6904 Parke Fast Blvd. Tampa, FL 36610 t Job Truss - - Truss Type Qty Ply LOT 53/1 WATERSTONE 1, T23469861 271846 7 E3 JACK 3 1 Jab Reference (optional) zu<u -i en meusmes, Inc' vvee Apr r n:zo:or zuz7 rage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-ejELB8j3c gnKsHV8UCXpUUh_15fXflhicSjRizTB54 -1-4-0 3-0-0 1-4-0 ' 3-0-0 Scale = 1:12.8 III 3-0-0 .3-0-0 I Plate Offsets (X,Y)-- 12:0-4-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=61/Mechanical, 2=197/0-4-0, 4=31/Mechanial Max Horz 2=133(LC 10) Max Uplift 3=-64(LC 10), 2=-213(LC 10), 4=-42(LC 7) Max Grav 3=66(LC 15), 2=197(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5,Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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. ll 11 er truss to ss tlof rconnecti 6) Provide mechanical nN b others) truss to bearing late capable of withstanding 64 lb uplift at, hint 3, 213 lb uplift at joint 2 (Y 9P P 9 P 1 P J and 42 lb uplift at joint 4. ,,,V,,���V V low LOAD CASE(S) Standard WARNING - Ver(y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4478 rev. 5/19/2020 BEFORE.l1SE. 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 ANS11TPl1 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 FL 33610 April 7,2021 Job Truss Truss Type Ply LOT 53/1 WATERSTONET23469662 2718467 E7 JACK��Qty 4 1 Job Reference (optional) tr ..... —Y. ­y, ,-�-.,.,.� , o.YOV a 1l 1 LL LUG 1 IVII r UK Ir1uUffine5. Inc, i ue mpr n u`vi r:aU zuzl rage i ID:3xt?Yd6RbYnX016Sf6ghhz4cnz-_10xmjgeQAPxJZMdoSnvtv4BQISA? WgBE2Pgt3zTUDf -1-4-0 7-0-0 ' 1-4-0 ' 7-0-0 n 3x6 7-0-0 7-0-0 I Scale = 1:23.1 Plate Offsets (X,Y)— f2:0-0-4,Edge) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.22 4-7 >381 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.23 4-7 >368 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 24 lb FT = 20% LUMBER- BRACING - TOR CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0.8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-162(LC 10), 2=-184(LC 10) Max Grav 3==198(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 3 and 184 lb uplift at joint 2. April 7,2021 ® WARNING - Verify design parametars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the 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 for to MOW always required stability and prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSE-69 and BCSI Building Component .:Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply [OT53/1WATERSTONE T23469863 2718467 E7V SPECIAL 10 1 b Reference (optional) t5uiiaers mrsmource (riant t;.ny, rL), rlani uny, rL - M00f, C.4Su s mar zz LU21 mi i eK inaustnes, Inc. I ue Apr 6 09:11:55 2021 Pagel ID:193QG WBBpX3jR187zeOm7kz5?ad-_IDxmjgeQAPxJZMdoSnvtv4AZIRl?WgBE2Pgt3zTUDf_ -1-4-0 7-0-0 IT 7-0-0 Scale = 1:22.9 3x6 Plate Offsets (X,Y)-- [2:0-0-14,0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) Vdefl 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 FBC2020/TP12014 Matrix -MP Weight: 25 lb FT'= 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-5 cc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15), 2=341(LC 15). 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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 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 166 lb uplift at joint 3 and 179 lb uplift at joint 2. April 7,2021 WARNING - Veri(y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/192020 BEFORE. USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rplf quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke Fast Blvd. Safety Intormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 - Tampa,, -FL- 36610 Job Truss Truss Type Qty Ply LOT 53/1 WATERSTONE T23469864 2718467 E7VP SPECIAL 7 1 Jab Reference (optional) 11, ,o, ,.. yl , - �.�.��. , a mdi GL - I rvll I UK InuU5a1e5, Inc. I ue Apr O uu: I r:or zuzl vage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-SUZJ 3hGBUXnxjwgL918P7dOo9orkzwKTi9OQVzTUDe 1-4 0 7-0-0 ' 1-4-0 ' 7-0-0 ill Plate Offsets (X.Y)- 12:0-6-7.0-0-5 sxb i o p n Scale = 1:22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES . GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.21 4-7 >387 240 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0:79 Vert(CT) 0.19 4-7 >436 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 31lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1. TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-1 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=308(LC 10) Max Uplift 3=-153(LC 10), 2=-307(LC 10). 4=150(LC 10) Max Grav 3=157(LC 15), 2=336(LC 1), 4=140(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 307 lb uplift at joint 2 and 150 lb uplift at joint 4. April 7,2021 A WARNING - Verify design paramst.am and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based orgy upon parameters shown, and Is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,.see ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain:Highway, Suite 203 Waldorf, MD 20601 Tampa; FL 36610 Job ss Qty Ply LOT 53/1 WATERSTONE 2718467 } TH3 �Truss`rype JACK 1 1 T23469865 Job Reference (optional) 8.43u s Mar 22 2021 MiTek Industries, Inc. Tue Apr 6 09:17:58 2021 Page 1 ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-wh7hBOhuynfeYlVOvtpNyKAhKYJ2TQATiMuxyxzTU Dd -1-10-10 4-2-3 1-10-10 4-2-3 Scale = 1:12.6 4-2-3 4-2-3. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO; WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MP Weight: 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-8, 4=Mechanical Max Horz 2=133(LC 8) Max Uplift 3==58(11LC 8), 2=-246(LC 8), 4=-48(LC 5) Max Grav 3=73(LC 1), 2=234(LC 1), 4=54(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.'60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific, to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all: areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 3, 246 lb uplift at joint 2 and 48 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, and 56 lb down and 62 lb up at 1=5-12 on top chord, and 22 lb up at 1-5-12, and 22 lb up at 1-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=46(F=23, B=23) 9=22(F=11, B=11) April 7,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1,912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670. Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Qty Ply_ LOT 53/1 WATERS_ TONE # Ali A I JTrusstype T23469866 2718467 H7 MONO TRUSS 2 1 Job Reference optional ouuaers nrsiouurce (nani 04y, FL), Fiani City, FL - 33567, 8.430 s Mar 22 2021 MiTek Industries, Inc. Tue Apr 6 09:17:58 2021 Page 1 I D:3xt?Yd6RbYnXO16 Sf6q hjjz4cnz-wh7hB OhuynfeYlVOvtpNyKAbJY9sTK5Ti M uxyxzTU D d 1-10-10 4-6-7 9-10-1 1-10-10 4-6-7 5-3-10 2 JX4 = Scale = 1:22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. � in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20. 244/190 TCDL 7.0 Lumber DOL 1.25. BC 0.74 Vert(CT) -0.15 6-7 >788 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-166(LC 8), 2=-226(LC 8), 5=-78(LC 8) Max Grav 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-734/233 BOT CHORD 2-7=-330/681, 6-7=330/681 WEBS 3-7=0/322, 3-6=-719/349 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible 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 jive loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-6 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 4, 226 lb uplift at joint 2 and 78 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, 56 lb down and 62 lb up at 1-5-12. 5 lb down and 68 lb up at 4-3-11, 5 lb down and 68 lb up at 4-3-11, and 50 lb down and 138 lb up at 7-1-10, and 50 lb down and 138 lb up at 7-1-10 on top chord, and 22 lb up at 1-5-12, 22 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down;and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=-54, 5-8=20 :inued On page 2 WARNING- Verjly design parameters end READ NOTES ON THIS AND INCLUDED MITE K REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not�� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TF11 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 April 7,2021 Job Truss Truss Type Qty Ply LOT 53/1 WATERSTONE . r �I► >+ - T23469666 2718457 H7 MONO TRUSS 2 1 Job Reference (optional) ��,�_„�•���, �� t• ,o„. -w, , In . I—, —Y' o.wU s WWI « <UZ i Ivn i eK maus[nes, Inc, i ue Apr U uv i Cod zuz1 Page 2 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-wh7h B OhuynfeYtVOvtpN yKAbJY9sTK5Ti MuxyxzTU D d LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=36(F=18, B=18) 7=-11(F=-5, B=-5) 11=46(F=23, B=23) 12=-99(F=-50, B=-50) 13=22(F=11, B=11) 14=-51(F=-25,,B=-25) WARNING -Verity design parmeters and READ NOTES ON THIS .AND INCLUDED MITEK REFERENCE PAGE M11-7478 rev. 6/192020 BEFORE USE. • Design valid for use only with MiTek® connectors'. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is for to MiTek always required stability and prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke Fast Blvd. - Tampa, FL 36610: Job Truss Truss Type Qty. Ply- 53/1 WATERSTONE 4j! • [LOIT T23469867 2718467 H7V SPECIAL 3 1 Reference (optional) ounurna 11--ullu —y' "J, F— IL ­ Ly. r. - 0000r, a.gau s mar zz zuei m1I eK Inaustnes, Inc. I Us Apr 6 u9:17:b9 2021 Page 1 ID: 193QGWBBpX3jR187ze0ri17kz5?ad-Olh4Oki Wj5nVA14CTaKdUYin1 yXgCo5dwOeU UOzTU Dc 1-10-10 5-4-1 9-10-1 1-10-10 5-4-1 4-6-0 0 3x4 = Scale = 1:22.5 M N O C u5 e7 5-4-1 4-6-0 Plate Offsets (X,Y)--: 12:0-1-3,Edge) LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/deft L/ci PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >899 .240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 Rep Stress Irfcr NO WB 0.34 Horz(CT) 0.01 5 n/a file BCDL .10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 41 lb FT'= 20% LUMBER- BRACING - TOR CHORD 2x4 SP No.2 TOP CHORD Structural'wood sheathing directly applied or 5-8=1:oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5) Max Grav 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=699/932 WEBS 3-7=0/293, 3-6=-918/685 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has.been designed for a live load of 20.opsf on the bottom chord in all:areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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 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 Ito down and 52 lb up at 1-5-12, 80 lb up at 4-3-11, 80.Ib up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 ,lb down and 174 Ib 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 7-1A0, 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 Anril 7.2021 :ontinued on page 2 WARNING - Verifydesign parameters and READ NOTES ON THIS.AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I1.92020 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 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain:Highway, Suite 203 Waldorf, MD 20601 _ Tampa, FL 36610 Job s Truss Type MY Ply LOT 53/1 WATERSTONE Y F.H7V T23469867 2718467jt SPECIAL 3 1 Job Reference (optional) -•"` --`- \' •"� ^ mow, • �h • �•'� ^ �•V, � � - •�•�� ., O—U J 1-1 GC LUL I call I OK Inuustrles, Inc. I ue'Apr b um t:bY zu21 rage 2 ID: 193QGWBBpX3jRl87zeOm7kz5?ad-Oth4OkiWjj5nVA14CTaKdUYin1 yXgCo5dwoe000zTUDc LOAD CASE(S) Standard Concentrated Loads (Ib) M Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=99(F=50, B=50) 14=23(F=11, B=11) 15=-11(F=5, B=5) 16=-51(F=-25, B=-25) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I1.92020 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 ANS11TP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols — PLATE LOCATION AND ORIENTATION 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. �'y16r For 4 x 2 orientation, locate plates 0- 'r+6' from outside edge of truss. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 BOTTOM CHORDS 8 7 6 5 A. General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1: Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 0� 3. Neverexceed the design loading shown and never O stack materials on inadequately braced trusses. 2 U 4. Provide copies of this truss design to the building pdesigner, erection supervisor, property owner and H 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 This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSVTPI 1. required direction of slots in AROUND THE TRUSS. STARTING. AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSUTPI 1. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. — 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 ED MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 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 ANSIfrPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.