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HomeMy WebLinkAboutTRUSS PAPERWORKcgoqTc2� �uinber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED BY St. Lucie County RE: J37604 - lanniccheri Pool Cabana MiTek USA, Inc. Site Information: 69D4 Parke East Blvd. Customer Info: Anne Laberge Project Name: Custom / Cabana Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: 12739 Refuge Lane City: Jensen Beach State: Florida 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: FBC2017/rP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [Alt Heighll Wind Speed: 170 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 3 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. INo. Seal# ITruss Name Date 1 T16511500 A01 3/13/19 IT16511501 IA02 13/13/19 13 IT16511502 I A03 13/13/19 1 The truss dmwing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. 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 certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes anddesigncodes), which were given to MTek. Any project specific information included is for MTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MTek 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 ANSUTPI 1, Chapter 2. REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY SOCC March 13,2019 Albani, Thomas 1 of 1 Truss Trusslj Qty Pty cabana =M?50�4 T16511500 A01 Comnron auppoded Gable 2 1 FJbRfmnw (ptian 0 5.00 12 5x5 = M , 2x4 11 12 2w II 11 2x4 II 910 2xa I 6 2x4 II 7 2x4 II 6 zx4 II 5 2x4 I 4 2x4 II 3 2 1�u u u u u u u U 3x8 = 43 42 d1 40 39 38 37 38 35 2x4 II 2r4 II 2x4 II 2x4 It 2x4 II 2x4 II 2x4 II ace II 2x4 II o.4aa s vec o Oaro re h en meuswes, roc. rveu mar m uoa:w mm rage 1 Scale -1:67.6 2x4 11 2x4 II 13 3x6 -- 14 15 2x4 II 6 2x4 II 17 2x4 II to 2x4 11 19 2x4 11 20 2x4 II 21 2x4 II 22 23 I$ 3x6 34 33 32 31 30 29 28 27 26 25 24 M =2x4 II 2x4 II h II 2x4 11 2x4 II 2x4 II 2x4 II 2c4 II 2x4 11 2xa II LOADING (psi SPACING- 2-D-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) nla - Na 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 Be 0.19 Vert(CT) rda - da 999 BCLL 0.0 Rep Stress Inc YES WB 0.16 Hom(CT) 0.01 24 da nla BCDL 10.0 Code FBC2017rTP12014 MatnxS Weight 234lb FT=O% LUMBER- BRACING- - TOP CHORD 2x4 SP No.2 TOP CHORD Structure] wood sheathing directly applied or 10-M ec pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling direcly applied or 6-0-0 co bracing. WEBS 2x6 SP No-2 WEBS 1Row at rricipt 12-U OTHERS 2x4 SP N0.3 REACTIONS. All bearings 36.0-0. (Ib) - Max Ham 43=363(LC 6) Max Uplift Ali uplift 100 Ib or lessat joim(s) 35, 36, 37, 38, 39, 40, 32, 31, 30, 29, 28, 27, 26 except 41=100(LC 8), 42=128(LC 5), 25=123(LC 8), 43=160(LC 8), 24=128(LC 5) Max Grev All reactions 2501b or less at joiInt(s) 34, 35, 36, 37, 38, 39, 40, 41, 32, 31, 30, 29, 28, 27, 26, 25, 24 except 42--260(LC 6), 43=295(LC 14) FORCES. pb) - Max. CompJMax.Ten. -All forces 250(lb) orlessexceptwhen shown. TOP CHORD 8-9=88/259, 9-11=70f316, 11-12=.49f367, 12-13=-=67, 13-15=91316, 15-16=13/259 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) W nd: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=6.0psF BCDL=6.OpsP,, h=12ft; B--45ft; L=3911; eave=211; CaL 11; Fxp C; End., GCpi=O.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSV TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) Gable studs spaced at 2-0-0 oc. 6) This trusahas been designed for a 10.0 psf bottom chord live load nonconcumern 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 100lb uplift atjoim(s) 35, 36. 37, 38, 39, 40, 32, 31, 30, 29, 28, 27.26 except (jt=1b) 41=100, 42=128. 25=123, 43=160, 24=128. 9) Non Standard hearing condition. Review required. March 13,2019 Truss T-Tl ,I 0ty Ply lannicehe, attars FJ37:60�4 T76511501 A02 Common 11 1 Job Reference (optionall East Coast Truss, Ft Pierce, FL 34946 5.00 12 5x = 8.240sDec 620181sbTeklndusbies-Ina Wed Mar1313:18:352019 80le=1:65.2 11 Ij Sx5 3x4 - M 4%5 = &10 = 2x4 II 3x6 = axe = 1-100 _ 3900 1G0 61pa I 1sbG I 2s¢o I >�-I Plate Offsets (X Y)- f14:0.2-00-0-01 r17:0-2-40-2-121 LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (roc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.21 13.15 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Ved(CT) -0.35 13-15 >926 240 BCLL 0.0 ' Rep Stress Inc YES WB 0.66 Horz(CT) 0.05 12 n1a n1a BCDL 10.0 Code FBC2017frP12014 Matdz-MS Wind(LL) 0.25 12-13 >393 240 Weight: 215 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO2 WEBS 2x4 SP No.3'Except' 10-12,2-17.9-13. 2xS SP No2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc pudins. BOT CHORD Rigid ceiling directly applied or7-6-12 oc bracing. WEBS 1 Row at midpt 4.15, 3-17, 8-13 REACTIONS. pb/srze) 12=267/0-8-0, 17=1176/0-8-0, 13=1677/0-e-0 Max Hom 17=362(LC 7) Max Uplift 12-311(LC 8), 17=-623(LC 8). 13=923(LC 8) Max Grav 12-350(LC 18), 17=1183(LC 13), 13=1677(LC 1) FORCES. 0b) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2-279/0, 2-3=39M96, 3-4=1569f760, 4-6=844/546, 6-8=839/551, 8-9=01572, 9-10=92/560, 10-11=181/432 BOT CHORD 1-17=0/275, 16.17=589/1751, 16-16=382/1397,13-15=-64/467, 12-13=428/243, 11-12=428/243 WEBS fr15=167/350, 10.12--080/116, 2-17=398/396, 9-13=d87/416, 10-13=550/615, 4-15=761/437, 4-16=89/434, 3-17=1376f731, 8-15-24/623, 8-13=1434I470 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-sacend gust) Vasd=132mph; TCDL=6.0pst BCDL=6.Opsf; h=12f ; 13=45111; L=39ft; eave=5ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurreat with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0wide will fit between the bottom chord and any other members, with BCDL=1o.Opsf. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100lb uplift atjofnt(s) except (jFib) 12=311. 17=623, 13--923. March 13,2019 ®wARIsVG- Verlfydellanpegmtl mdR SO1E60NTI MDMLODEDWIeKREF£R£NUPAGEYA703m. fazsaofbaEFORaO Devgn valid for use anyw9k aVTe1d9 mnnedars.Tkia tlasgn is owed onyupon pardmders sown, eM la loran Inonnd fi Cwldag mmpmem, w a truss system. Bemre use, lie ouiMng de9VermxawfifyNe appfrAMW ddeggn panuneters and pmPedyinmryarele ads design Mo the overeg oWdingdedgn, 8rarughMiratel lsW pmedbutldupdNdMduel truss weo endMdrod memfiars onN. Atltl&oral tartpdmyand pemmnmd Meng MiTek' 1saWays m4u'vedfd daMldyend to graved mgapsewdh possale personal Ogury eM pmpMy tlamaga. Fa general guldanm rgad'm91r,a fabricdbn, dodge, del", erMion a(Nomd,gofW ardtrs= dems, see ANSVIgf Dually CMarIe.0.5e89aM BC51 au0Sm80omponarsr 6901 Pena Fag Bivd. 6deylnYormaaon avagaole (ran Truss Plate InsgM0. 218 N. Lea Strrel, s Te 912.AbxantlrM, VA 22314. Tampa, FL 36610 Job Truss Tmsi pry Pty 'annict- ICabana T16511502 J37504 A03 ROO.`::. -'1:lAL 7 1 Job Reference (optlonap Fast Coast Truss, FL Pieme, FL 34946 5.00 12 sxs = 8240 s Dec 6 2018 Mitek Industries. Inc. Wed Mar 1313:18:36 2019 Scale=1.66.0 5 = 300 112 5x10 = 3x6 113x6 = 3ffi _ asap 12 b2-0 8-tep t5a0 22-2-0 3a16a W ar-2-0 0r 118a 68a 68a I 68a 6a0 BOO 1d0 I Plate Offsets (X Y)- 113:0.3-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.90 Vert(LL) 0.32 12-13 >317 240 MT20 2441190 TCDL 10.0 Lumber DOL 125 BC 0.62 Vert(CT) -0.32 15-16 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(CT) 0.18 12 n1a n1a BCDL 10.0 Code FBC2017/IPI2014 Mabu-MS Weight 208 lb FT=O% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 •Except• 2-17,9-13,10-12: 2x6 SP N0.2 REACTIONS. Oblsae) 17=1046/050, 13=221910-8-0, 12-146/D-&O Max Horz 17=362(LC 7) Max Uplift 17=593(LC 8), 13=1121(LC 8), 12-578(LC 6) Max Gran 17=1046(LC 1), 13=2219(LC 1). 12-107(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oo pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS ' 1 Rau at mldpt 3-17, 8-13, 10-13 FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 pb) a less except when sham. TOP CHORD 3-4=2258/1006, 4-6=15SW755, 6-8=382/327, 8-9=227/1543, 9-10=-404/1528, 10-11=231/433 BOTCHORD 16-17=771/2353,1576=529/1947,14-15=0/583,12-13=4281270,.11-12=428@70 WEBS 2-17=-004/345, 3-17=2184/964, 4-16=189/464, 4-15-5701408, 6-15=491/1540, 6-14=888/228, 8-14=81/887, 8-13=1930/590, 9-13=493/418, 10-13=13IW936, 10-12=311/480 NOTES. 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf, BCDL=6.Opef; h=12ft; B=45ft; L=398; eave=5R, Cat. 11; Exp C; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nollconcenentwith any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (jHb) 17=593,13=1121,12=578. March 13,2019 ® WABAgA'G- VeMydNgnperarnelva endRFAD NGIES ONTHS ANa INttaaFnWlEK NEiERENCEiAGEN6ylAm, fae]RdfSBEFORE 115E avuss sygerm use uwal, r.4 inq nnetlas.TNa dnry is basedonlydd parmnaeraaeoan andproc en Individual Sul4m9n kdD fto rM ��• a4usssystem.Before use, Ne Cugdeq tleaignermustwdyIDa appGahtryolda9gn paramalam entl pmpady6lsvalt e6gatl.nd gdo Na Dudes Suadh,g desyyL Bretlng NGcalW bmprev�nt WdGrig o/N4iNtlual Nos vea enNor tl,oN memEemonN�AtldWareltempvary antlpermarrerd bac4g MeW IsaMayaresl foralatilyentl toand In wrq ottuMpoand Wssgml In% eM pmpary damage. FageneralpWtlanm419 dm90ia Saf.tylsfororega, tleriwryry,ereobn end Maorg oltrusass end Wsssyslems.sea ANSI?gf Dually Crnerla a5adpendaG5l Baading eompon,M T.p.FeFast Blvd. Safely lnrormatlon avagaCb M1om Tr,us Plme InsSEda, 218 N. Lea StrM, SWIG 312, Ak�vntl,®, VA 22316. Temps, FL 35810 Symbols PLATE LOCATION AND ORIENTATION 3t4' Center plate on joint unless x, y offsets are Indicated. 5EDimensions are in ft-In-sixteenths. Apply plates to bath sides of truss and fully embed teeth. 0-y18 r For 4 x 2 orientation, locate plates 0- v+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 symbol shown and/or by text in the / e 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: ANSIrrPl1: 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, Installinc 8 Bracino of Metal Plate Numbering System I I dimensions shown In cafe) xteenths (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETrERS. PRODUCT CODE APPROVALS ]CC -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 ANSVTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTeldb All Rights Reserved ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, a ahemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. S. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIfrPI 1. 7. Design assumes trusses will be suhably protected from the environment in accord with ANSVTPI 1. 6. 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 bad deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be or the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 a. spacing, or less, ff no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cul or after truss member or plate without prior approval or an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacoeplable environmental, health or performance risks. Consul 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 ANSIMPI i Quality Craeda.