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Home My WebLink AboutTruss2, 0° 2' 0" ' 0' 2' 0" 2' On , 0" [ZO' 2-0- 2-0- 2-0- 0" [2- 0" Z On Zr 0" Zr 0" Z� 0" Z� 0" Z� 0" Z, �� r 0• S U C N I I N a N PAUL WELCH INC. MECH-ELECT-CIVIL ENG. 1984 BILTMORE ST. #114 PORT SAINT LUCIE, FL 34984 PAUL WELCH P.E. FLA REG NO.29945 MAY 0 ' 12020 .I axnvm..I :-.7T =p WY r9 mama xawn IwR MMrt fIW T p1U'W MM Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2307724-MAYHEW - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: KEN MAYHEW Project Name: MAYHEW RESIDENCE Model: POLAffik 33610 4115 Lot/Block: - Subdivision: PSL Address: 7200 SHANAS TRAIL, - City: PORT ST. LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License M Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017frP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 2 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 T20076842 Al 4/28/20 2 T20076843 B1 4/28/20 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. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a oertificafion that the engineer named is licensed in the judsdiction(s) Identified and that the designs comply with ANSINPI 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. Beforeuse, 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. MPSr Au��6��0 .` � • 'CENB .'9 �i� rr- Thamas A Albanl PE No.39380 Mrak USA, Ihm Fl. Can 6634 6904Parke East Blvd. Tampa R.33610 Date: April 28,2020 Albani, Thomas 1 of 1 Job Tmss Truss Type Oty Ply T20076842 2307724-MAYHEW Al Common 19 1 Job Referenceo 5onel Builders First Source, Plant City, FL. 32566, 4x6 = 2.50 12 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Apr 28 06:52:36 2020 Scale=1:49.2 3x12MT20HS = 10 9 8 3x12 MT20HS = Sx4 = dsa = 3x4 = m lh Plate Offsets (X Y) - [2.0-e-0 Edgel I6.0-6-0 Ed0el LOADING (pat) SPACING- 2-0-0 CSI. DEFL in floc) Udell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.00 Vert(LL) 0.38 10 >877 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.67 6-8 >498 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WE 0.36 Hcrz(CT) 0.13 6 Na n/a BCDL 10.0 Code FBC20171TPI2014 MatrixSH Weight: 1101b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP Nei WEBS 2c4 SP No.3 REACTIONS. (size) 2=0-3-8, 6=0-3.8 Max Horz 2--220(LC 9) Moot Uplift 2--768(LC 12), 6-768(LC 8) Mar Grav 2=1373(LC 30), 6=1373(LC 30) FORCES. (Ib) - Max. Comp.fMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4626/3092, 3-4=4060/2613, 4-5=4060/2613, 5-6=-4626/3092 BOT CHORD 2-10=2940/4466, 8-10=188612993, 6-8=294014466 WEBS 4-8>598/1215, 5.8=8641738, 4.10=-59711215, 3-10=-864f738 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 345 0o bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) W nd: ASCE 7-10, Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h-150; B=46fl; L=28ft; eeve=4f ; Cat. II; Exp C; Open, GCpi=0.00; MWFRS (directional) and C-C Comer(3).1.0.6 to 1-11.10, Exlerior(2)1-11-10 to 14-0.0, Comer(3) 14-D-0 to 17-0.0, Extedor(2)17-0.0 to 29-0-6 zone;C-C for members and forces 6 M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates ere MT20 plates unless otherwise Indicated. y) This truss has been designed for a 10.0 Pat bottom chord live load nonconctment with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 346-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 7681b uplift at Joint 2 and 768lb uplift at joint 6. 11811, O�PS� A !q�e,"',i 9 -�CEN8F.,2�s No 39380 151 i�0 R C? 81NA11�1'S, 1111111%Thomas A, Alhanl PE No.39380 MTek USA, Inc. R Cert 6634 6904 Parke EastSyd. Tampa F133610 Date: April 28,2020 AWARNINa•VMfye 1pnpemmeMmeM ADNOMONrN MDINCWDEDamFXREPEPENCEPADEer11.7C3m.. 1=120155EFOR WE Design valid for use onywlDi MlTakaconnemors. We design Mooted ony upon parameters shown, and Is loran IndlNduel buiisng wmpmumt, not a truss system. Before wee, Om buadbg das gher must vestry Ne-XiMablRyof design psmmemrs rum pmpaM inowpondo We design Wa the.1 buldingdesign. BraWginstatedlampreventbuddingofindividualtrusswebansmchoolmembersonly. sodPoonattemponary and pmmanembracing WeW Is always requlra0 for dab5dy and to pm wd caspse wM possible personal hlury and Moody damaga. Folgeneraigutlarcaregams,gthe lamiratWn, dompa,tlWvery� eraeion and bracing of busts, end Ws, eysmma,see ANSg7P11 Quality CNted, Dw,89 and end building Component Se"Mrormadon .11aNa Dam Tmse Rate I= Wa.218 N. Lee great, Suae 312, AlesanMa, VA 2Y414. Bg04 Parke Eesl 6tA. Tempo, FL MID Job Truss Truss Type Qy ply T20078843 23OT724-MAYHEW 81 Common 2 t Job Reference (optional) I Builders First Source, Plerd Gny, FL-325155, 2.50 12 5x8 II 7 8 e.WWSMar 1ZU<UMII0RmeU$W0S,Ins. lue Scale -1:492 3x12 MT20HS = <o <R <n w « n Zu le Iw a ,e 3x12MT20HS = ex8 = 5x8 = &B = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.74 Vert(LL) 0.41 22-23 >821 240 MT20 2441190 TCDL 7.0 LumberDOL 1,25 BC 0.85 Vert(CT) -0.67 22 >496 160 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WE 0.53 Horz(CT) 0.13 14 Na Na BCDL 10.0 Code FBC2017JTPI2014 Mstdx-SH Weight: 133 lb FT=20% LUMBER- BRACING. TOP CHORD ZA SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-10 oc pudins. BOT CHORD 2z4 SP No.1 BOT CHORD Rigid calling directly applied or 3-S-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0.3-8,14=0-3-8 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE M8X HOR 2=220 LC 5 ( ) OF THE TRUSS ONLY, FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY Max Uplift 2=-768(LC 12), 14=-768(LC 8) GABLE END DETAILS AS APPLICABLE, OR CONSULT Max Grav 2=1373(LC 30), 14=1373(LC 30) QUALIFIED BUILDING DESIGNER AS PER ANSVTPI 1. FORCES. (Ib) - Max. CompJMax. Ten. - Afl forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4597/2979, 3.4=-457713011, 4-5=-4552/3016, 5-6=3993/2647, 6.7=399B/2687, 7.8=4000/2714, 8-9=-4000/2714, 9-10=399812687, 10-11=399312647, 11-12=4552/3016, 12-13=-4577I3011, 13.14-4597/2979 BOT CHORD 2-26=2847/4440, 25-26=-2847/4440, 24.25=2847/4440, 23-24=-284714440, 22-23 =187513023, 21.22=-1875/3023, 2D-21=-1875/3023, 19-20=1875/3023, 18-19=2847/4440, 17.18=2847/4440, 16-17-2847/4440, 14-16=2847/4440 WEBS B-27=72411168, 19.27=707/1141,19-28=886/551,11-28=779/507, 23-29=709H143, 8-29=725/1170. 5.30=7761504, 23-30=8821548 NOTES- I Ubalanced roof live loads he" been considered for this design. •2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vesd-124mph; TCDLW.2psF BCDL=5.apsf; h-16ft; 8=458; L=288; save=oft; Cat. 1:6 0,tPSLA .... .• C E. N,S ••. "9jL // II; Exp C; Open, GCpl=0.00; MWFRS C-C Cornar(3) to 1-11-10, Extedor(2) 1-11AO to 14-0-0, Comer(3) `�`�.� \' . F '•, (directional) and -1-0.6 14-0.0 to 17-0.0, Extedor(2) 17.0.0 to 29-D-6 Zone;C-D for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 ` No 3991880 ' plate grip DOL-1.60 3) All plates ere MT20 plates unless otherwise Indicated. 4) All plates are 20 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumerd with any other live loads. - 6) • This truss has been designed for a live load of 20.0psr on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 9 L 0 wfit betweene the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of w0hstanding 768 lb uplift at joint 2 and 7681b uplift at , �� i/T,a ITT Q P:• �� OF, joint 14. ��s'.• •• �?,�` .,�14,0 N A, ECG%%% 10 Thomas A Albert PE No29380, MITbk USA. Ins FL Dart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 28,2020 ®WARNING- Venrydesighmsawers enOR£ADNOTES ON TNISANDINCIIIDED gi TEK REFERENCEPAGEMd-7473 rev. fGe3aprSBEFOREUSE Design valid her use onlywlN MITek®connemom. This design Is based ony upon parameters sheen, and Is foran ledlViNal Wising component, not ��• a this system. eased use, the busing designer mustva*Ne oWlicataftolwaign pammetem and properly Inemporals this design immthe o nhal NWdllg design. Shading 1AMwthd is to pmhentbaxing ofNGNdual now web andlorchoni members only. Addnonaltamporelyand pelnanmd bmdng MiTek• Is sleep mquted forsleblliy and to pmtandmlapsa wen possible personal In,, and pmpeM damage. Forgenerel gu4ance mesons the Mbriealhen.dm¢ge,dellvery. erection and bredlg olWsses and Wee syftwed. we ANSV/Pti QueNry Wends, DSB end Bad evtlned Component 69N Parke East Bird. SelwrylMormetldn available Rom Trues Plate Insetted,218 N. Lee Stewl. Suss 312,Abxandd%VA 22 % Tampa, FL 38810 Symbols PLATE LOCATION AND ORIENTATION 1 3y4" Center plate on joint unless x, y offsets are indicated. Dimensions are in fi-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Ole I For 4 x 2 orientation, locate plates U- w,d' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or th by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 64-8 t dimensions shown s xteeMhs l (Drawings not too scale) JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362t ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the buss 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. 02012 MTek®All Rights Reserved �m MiTek Engineering Reference Sheet MII-7473 rev. 10/03/2015 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. 3. Never exceed the design loading Mown and now slack materials on Inadequately braced busses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. S. Place plates on each fare of truss at each join and embed fully. Knots and wane at form locations are regulated by ANSVTPI 1. 7. Design assumes trusses will he suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shag not exceed 19%at time offabrication. 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 camberfor dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are min'umrm plains requirements. 12. Lumber used shag be of the species and size, and in all respects, equal to or betterthan that specified. 13. Top Mortis must be sheathed or pudms provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, d no collimg is installed, unless otherwise noted. 15. Connections not shown are the responsibility or others. 16. Do not out or after 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 pmlectengineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria