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HomeMy WebLinkAboutREVISION 1L& r design values are in accordance wi; NSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED BY St. Lurit=County RE: 74078 - Moose Site Information: Customer Info: Dave Golden Homes, Inc. Lot/Block: Address: unknown City: St Lucie County Project Name: 74078 Model: Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: MBV ENGINEERING License #: 39380 Address: 1835 20TH STREET City: VERO BEACH State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# Truss Name Date II T11709866 A I7/28/17 12 [T11709867 J Al 7/28/17 13 IT11709868 GEA 7/28/17 I 004 / 0jl� The buss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. 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/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. / S'F LUCIE COUNTY BUILDING DIVISION REVIEWED FOR COMPLIANC REVIEWED BY DATE ^ LAN A PE IT MUST BE KEPT O JOB OR NO INSPECTION WILL BE MADE 39380 2 �•. STATE OF �� Ss'O N list � Thomas A Aflml PE N0.39380 MRak USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: July 29,2017 Albani, Thomas 1 of 1 Job Truss truss ypr' -, N Maese -, T11709866 Z4078 A SPECIAL 19 1 _ Job Reference (optional) ID:kFvnsnOwY419ZIK)_nM31c6yIJ9g-veuR7EvKjCAupzk2CyltSOOBC?gAB7JYpTxem2ylY0V 46100 -2-60 1SD a13 154.9 22-SO 29-SB 36313 4359 0.10.0 ` 2. !:tat g3 R36 I )-Ge T-08 ]36 6a3 1-SO 0 Scale = 1:81.6 5x6 = 4x6 G 6xiG i 5 4 s7 2 20 a 1 21 6xe MT18HS = 22 3x4 II 4x6 = 1W,t AOTISHS i 5.00 12 3x4 i 29 30 3x4 6 8 4x6 C 9 ado]1C 0 18 7x8 = 19 17 31 11 3x4 = 3x4 16 5 12 [y 2.50F12 5x8 MT18Hsc 93 3x4 II 14 10x14 MTI8HSC 4x6 = 15-0 8-1-3 16<-9 22-5-0 2853 33313 4350 44-10-0 sal 7aF ].na 1 7413 T a5 Plate Offsets MY)-- f2:0-6-5 0-1-31, f5:0-3-0,Ednel. f9:0-3-0 Edgel, f12:0-6-5,0-131 fl4:0-2-0 Edgel 122:0-2-0 Edgel LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.56 Vert(L-) -0.54 18 >941 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(fL) -1.27 17-18 >396 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress [nor YES WB 0.88 Hoa(TL) 0.81 14 n/a n/a BCDL 10.0 Code FBC2014/rPI2007 (Matdx-M) Wind(LL) 0.68 18 >742 240 Weight: 2351b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc pudins. SOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bmcing. 2-22,12-14:2x6 SP No.2 WEBS 1 Row at midpt 8-18, 10-14, 6-18, 4-22 WEBS 2x4 SP No.3 -Except* 10-14,4-22: 2x4 SP M 30 REACTIONS. All bearings 1-5-0. (lb)- Max Horz2=-391(LC 10) Max Uplift All uplift 100lb or less at joint(s) except 2=-394(LC 17), 22=-1113(LC 12),14=-1413(LC 12), 12-345(LC 18), 12=-330(LC 1) Max Grav Aft reactions 250 lb or less at joint(s) 2 except 22=2155(LC 1), 14=2085(LC 1), 12=352(LC 12) FORCES. Qb) - Max. Comp./Max. Ten. -Aft forces 25d1(lb)or less except when shown. TOP CHORD 2-3=-634/942, 3-QB=-1 l i%35,4, 4-28-108742?'4-5— 4407/260215-6=-4342/2617, 6-29=.3520/2104,'t,29=,3439/2125, 7bO 34%9/2096, 8-30=-3520/2081, 8-9=-4394/2673, 9-10=-445912658,'1d-31� 731/388,11-31�-736/368, 11-12=-708/120 BOT CHORD 2-22= 606/406, 21-22— 2223/4199, 20,21s2234/4189, 19-20= 2230/4208, 18-19— 2096/4107, 17-18— 2127/4156, 16=17=-2386/4277, 15-16= 2389/4258, 14-15=-2379/4270 - . WEBS 7-18— 1236/2307, 8-18=-1078l764, /8-17— 221344,10-17=-317/227,10-15=0/261, 10.14=-4277/2773, 11-14— 999/898, 6-18= 101W38, 6-19-10/311, 4-21=OY255, 4-22=-4662/2769, 3-22=-1150/924 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=17ft; B=44ft; L=45ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 2-5-13, Interior(1) 2-5-13 to 22-5-0, Extedor(2) 22-5-0 to 26-10-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' 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 antl any other members. �6) Novid6mecBanidal connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 2, 1113 lb uplift at joint 22, 1413 lb uplift at joint 14, 345 It, uplift at joint 12 and 345lb uplift at joint 12. 7)'Semi-dgid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. I ,r :tiro A WARNING-VedfydealgnparomefoamdNEAONOTESONTNMMDMCLOOEOMBEKBEFERANCEPAGCW74Mmre ld0. EBEFORE05& Dedgnv idforuseo ywith Mfek®conneotom TNsdedglhbasedoNyuponpm=etersshownantl Isformk iAW WOdWcomponent.not a Truss system. Before use, the bilebW designer must verily the appllDOMlly of dedgh parameters and property incomorate This design Into the ovoid, butsingdesigh. Brminghhdlcatedlsloprevent buctlingoflndNidlfdhuswebcnd/orchord members My. Adtdtlondtempwaryandp marontbwhv MiTek' davely an dam age. Fofgenerdd�dtlraoeregardnglon kalwoylom 6904 Parke Eest BNd. ollon cad bmeNof Imacposnd tansr:atems.syarxlgopedy storage,erection antl bactrhg and systems. seelexandPII QualityVA223 Cdtedq DSB-89 and 8C51 BuOdmg Component fatxkatbn storage, TenpD, FL 33610 , 18 N. street Sdely, Nformailon ava0oble tom Truss Plate Institute, 218 N. Lee Sheet Sdte 312 Nexantldc VAR2374. agable Job Truss Tmss I yes ty Moose T11]0986] M073 Al COMMON - 2 1 Job Refererce (optional) Chambers Truss, Foe P.... FL ,.a.oe,.v�.o,o,.iien ,............ ,=a= ID:kFvnsngwY419Zh0_nM3lc6ylJ9g-NgRpKewyUWIIR7JEmfHwRELN PCHwcmh27hBIUylYhx -2-0-0F 7-10.14 15-1-15 22-s-0 L--1 36-11-2 _ 44-io-0 as-10-0 2-0-0 ]-10-14 7-3-1 73-1 7.11 ]-0-1� 7-10-14 2-0-0 5x6 = 5.00 12 Scale = 1:80.2 4x6 = US = 4x5 = 4x5 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.49 Vert(LL) -0.32 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.71 14-15 >758 240 BOLL 0.0 Rep Stress Incr YES W B 0.74 Horz(Q 0.19 10 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Wind(LL) 0.3415-17 >999 240 Weight: 230 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8A oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at mldpt 6-14,6-15 REACTIONS. (INsize) 2=1767/1-5-0, 10=1767/1-5-0 Max Horz2=-391(LC 10) Max Uplift2=-1063(LC 12), 10=-1063(LC 12) Max Grav2=1831(LC 17), 10=1831(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-24=3609/2142, 3-24=-3545/2163, 3-4=-3419/2106, 4-5=-3307/2120, 5-25=-2651/1790, 6-25— 2582/1811, 6-26=-2582/1811, 7-26= 2652/1790, 7-8=-3309/2120, 8-9=-3421/2106, 9-27=-3547/2164,10-27=-3610/2143 BOT CHORD 2-17=-1801/3534, 17-28=-1376/2889, 16-28_ 1376/2889, 15-16= 1376/2889, 15-29_ 914/2110, 29-30=-914/2110, 14-30=-914/2110, 13-14_ 1415/2623, 13.31 =-1415/2623,12-31— 1415/2623, 10-12= 1826/3243 WEBS 6,14= 564/1089, 7-14=-769/623, 7-12=-341/683, 9-12=-393/386, 6-15= 564/1089, 5-15_ 769/623, 5-17=-341/682, 3-17=-392/386 NOTES- 1) Unbalanced root live loads have been Considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=3.Opsf; h=17IC B=44ft; L-450; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) .2-0-0 to 2-5-13, Intedor(1) 2-5-13 to 22-5-0, Extedor(2) 22-5-0 to 26-10-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) All plates are 3x4 MT20 unless otherwise Indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) • 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1063 lb uplift at joint 2 and 1063 Ib uplift at joint 10. 7) °Semi-dgid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. � � J ;F.w 1 � j' it.• r1.� AwARNWG.Vadlyd4slgaP47amefersend HEADNOTESONTNISANDWCLUDEDMUEKREPERANCEPAGEMD7473me 10D. ISBEPOREUSE �• DedgnvolUd ruseoNyv Ih Mgek®coexactas.TNsdeclgnbbacedoNy UPonlxnanetemcown,andbtambxty uIWBUBrgcomponent.rot L a Inns system. Before uca, me bWairg desImar mmtvedty the appdcabUly of design paarnetemand Wopedy heaporate dr6 desgn Into the overall b ckx,dedgn. BracinglMM tad loWwenlWcMkgofB vaualhuswebord/orchmdmembersoNY. AdalilonaltemporaryaltlpermarenfbraxBg MITOIC 6 always required to stabBlly and to prevent ccllcpr WMPOSWO percaeal"unt Ond propertY damage -For general gaMlmce regadrg the tabdcallmdwage,dellvery,erectlonondbracingoftn ar%dtr syslemssee SifIP116ua9tyCdtada,DSB-09and BC51BuMNg Component 6904 Perko Eosr Blvd. ParM SeatB Wary Informatlon available from Teas Flats hatlMe. 218 N. Lee street, sure 312. Alexandit VA22314. Tm4 Job Truss Truss Type% y Moose `t T11709868 14078 GEA GABLE - 2 1 ^ Job Reference (optional) Gham6era Truss, Fon rnerte. FL Scale = 1:80.2 Sz6 = s.Og 12 13 14 15 35 43 uo 3z6 = 3x6 = 717 46-10-0 LOADING (par) SPACING- 2-0.0 CSI. DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ven(LL) -0.02 27 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Verl(fL) -0.03 27 n/r 90 BCLL 0.0 ' Rep Stress Incr NO W B 0.14 Horz(TL) 0.01 26 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight 294 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 ROT CHORD Rigid ceiling directlyappiied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 14-39, 13-40, 1538 REACTIONS. All bearings 44-10-0. (lb) - Max Horz 2=-391(LC 10) Max Uplift All uplift 1001b or less at joint(s) 40, 42, 46, 48, 50. 38, 36, 32, 30, 28 except 2=238(LC 12), 41=-107(LC 12). 44=-101(LC 12), 45_ 101(LC 12), 47=-102(LC 12), 49=-132(LC 12), 37=-107(LC 12), 34- 101(LC 12),33=-101(LC 12),31=-102(LC 12),29=-132(LC 12),26=-238(LC 12) Max GraV All reactions 250 It, or less at joint(s) 2, 39, 40, 41, 42, 44, 45, 46, 47, 48, 49, 50, 38, 37, 36, 34, 33, 32, 31. 30, 29, 28, 26 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-272/276, 3-4= 256/258, 8-9=-181/255, 9-10=-169/328, 10-11- 151/400, 11-51= 147/469,12-51=-137/472,12-13= 173/549,13-14= 196/612,14-15=-196/622, 15-16=-173/559,16-52=-137/482,17-52=-147/479,17-18=-122/410,18-19=-96/338, BOT CHORD 2-50= 108/309, 49-50=-108/309, 48-49=-108/309, 47-48= 108/309, 46-47=-108/309, 45-46=-108/309,44-45=-108/309,43-44=-108/309,42-43=-108/309, 41-42=-108/309, 40-41= 108/309, 3-40=-108/309,38-39- 108/309,37-38= 108/309, 36-3-108/309, 3636=-108/309,34-35=-108/309, 33-34-108/309, 32-33= 108/309, 31-32- 108/309, F I L FE COP2 0 3031=-108/309,29-30=-10B/309,28-29= 108/309,26-28=-108/309 WEBS 14-39- 262/59,13-40=-132/272,12-41=-120/261,15-38_ 126/272,16-37=-122/261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust),Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=171t; B=4411; L=4511; eave=2it, Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -2-0.0 to 2-5-0. Extedor(2) 2.5-0 to 22-5-0. Corner(3) 22-5-0 to 26-10-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. ---6) Gable studs spaced at 2-0-0 oc. 7) This buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. ---- 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 40, 42, 46, 48, 50, 38, 36, 32. 30,28 except Qt=lb) 2=238, 41=107, 44=101. 45=101. 47=102, 49=132, 37=107. 34=101, 33=101, 31=102, 29=132, 26=238. 10)'Semi-rigid pitchbreaks Including heels' Member end fixity, model was used in the analysis and design of this truss. O WARNWG- VedfydaafgnpazemeteaandRaVKOIrESON MMMDWCLUBEB ydREKREFERANCEPA6EM47473ree 10A 015BEFOREUSE Design valid for use odyWlh Mrfelt®connectom. lNsdesign Is baseedoay upon paametemshow and Is for an hdlAdsal building component,not a truss system.Before use. fire bu9dng designer must vent' Irre appllcabAlly of design for meters and progeny hcaporaie Ins design hlo the overall bgdWdesigm 8oc ohdlcatedistoprevenf WcghgofhtlNlduahsmswebCrxl/Wchordmemb mrs Y. AtldtlWnaltemporory and p orxnf bracing M!Tek' rm dlloeryandfoparentmhngofwith Posshllr ps rs hlnm/andpraperlydanager FW generad the 6904 Pale East Blvd. BarBulr gC,trg fabricLsaways storde. to Welly I to silage, delNery erectlonaM bachg of 18 N. Lee S lass systems s, Alexa /IFII VA 223C4teda, DSB-a9 and BC91 BUXding Component Sofety InformaXon available Uom Truss Plate W11Me. 218 N.lee Street. Site 312 AlezarMnla. VA22314. Terrye, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y 14-1 offsets are indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates0-'na from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensionsshown not t scale) (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETrERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Prope' Damage or Personal Injury ow- 1 Additional stability bracing for truss system, e.9. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, Individual lateral braces themseNe may require bracing. or alternative Tor An 911L 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 ■ �J designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. b. Place plates on each face of truss at each at joins Knots andRPI joint andlembed locatio s ore rregulaed by ANSI1. LLW 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/fPI 1. B. 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 comber 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 sheothed or purllns 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. I, 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 B not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI1 Quality Criteria. I SLC_Inspections r ►� ' (. � C /10 _ Y REC1E SEP 2 8 PeMitting Dept. St. Page 1 of I St. Lucie County 1 4&IN pp—.1 Cli°k here to return to the main Permits page, nn age Submit Ouery Penn tfssued M Ga. NEW CONSTRUCTION OF AN OPEN AIR WOOD FRAME PAVI.IONFOR THE MOOSE LODGE • DETACHED WITH CONCRETE SLAB. OCCUPANCY VVPoo.: ICATION IS A-2 -OCCUPANT LOAD IS 96 PEOPLE Q 15 5 F.P.P.' PAVILION IS NON -SPRINKLED -CONSTRUCTION TYPE IS VB • SQUARE FOOTAGEIS 1429 S.F. a rdmpeclionfegpleateclick avFee link for each fee due You mayuse Visa, Mastercard, Diswvv Card, eck to pay the fee using she GovtctRequeway. To schedule impectll please select Request for each inspection you would like to must scheduled intheoIDUof she Priority listed below. An inspection ul in will not schedule uvdl all inspections with alowvPdodry numbershow an `Approved" saou and ALL reimpection fces have been PAID. seedu and ALL roes n TeljXUb(y j%spmtorfor scheduled inspections, please select Add�N Note enter none in Inspection Notes team below, and Click Update link for each inspection you swUAd M��aluEt�'for. If you are unable to schedule an inspection or re lu m any assistance, pleam contact the Building Division v (T12) 462-2172. TM Caro Sraus DemvtType - I Narc CamN'N I POPne - Ce0 EmO.n IM069 AN COMMERQAEADDIr30N _�DAVIDDGOLDEN - DAVE GOLDEN MOMESINC ((]]3J 666-0939 Cuntraetur 39M2 AOe ELERfGC CONNERCFAL IAWRENCEV6TDBB5 5&WEIECTRICINC —_ CPntreUn 30506 AN RODE CANMER -.•. - •— .. ._......__..._7 ........_.__. ...__ ClBL RICMARD NEWIAND � WCNIE THE ROOFER &CJI INC YY Renate Add Nos pay tee "•m0e - steua DnnnR• one Sdm]ub1 Isp.10 Commet, Now AM Nr_e Par Y 106-FOW BOpAO � SLRVEY-OFFlCE Appw1L 1 9/1201] 9/1203] 91 6UBIOTA9GNFD, 6EAtIDAND WTID SOILTES(SNOWING TWITTHE I�tm EOF MSA i AEO NCT PIN fi=. 119-601L 90ROVGTEST 1 824201] 8/N201] 75 MENM T-SEE OTT NOTE 1131:0NIXTIMEt• TEI.W [1) MES WIONTEMBETEST REN1pFS 4B• D06TEM0lDANDA OUNGf TO THE f W IFR OE4GN i Rmuesr I Xdm. P.ty ne i INi CO.MPPLTIONTEST ORIGDIAL TURN IWO 1 M= 1 I_..... OFFICE BY FERMG __........_� ...__......._ { ._. .._,., .......... .. ........... .. ............. ._.. ... ._._... _-__ oa.E ... _-. ( SIRUCRIP.LLENGINFFROFRENRD E�Ad1 NeS Ddy Fz• li pD- DEFERRED EUBMIRPL-OMICE 1 H E TS -THE TRUSS ENGINEEIUNG SNEET$•FAC TRUSS E T INEEXI A SHEETS 61GIS-31.003//IKISOOMMENTY061 I i UN-.NGE4ED RWMTXEOIDGINFL l]Si • 1MC � A dNca NY F.a B00-PLW HEVOCN Apymrtd 1 BR4201] 8/24201] DWT�IFRS RED K - AGd Nca NY Fesi ID] -REVISION PICKED 1 821201] 821201] 0 UP ppEEp UP BY MvE GOIDFra PUN RENIEIM •• E 211NATF ROOF I � i x aSY, WR�ID15SEUE hdrem, Ray ree i 9W-PUN pc 00 �[m 1 8212017 0/312017 25 RKOF ENGMOATTE SPA Elfl`0.PUNIII 6PA@IGAxO ATTAdMQR j10. xe xnc Dry Fi roDlDvrouxoATrox 2 1 ALN Imo vac Fe 1ss-sue : ,td No. PINhz 121-TEalloESpPAv 2 1 FL1 No. Day 0.a•'BAT01 T1aRT6 2 ALL WUND4TION WNOiE2ETO BE 4000 OVEamoopsvoFBQ PSI 1 :flUCe paY rre iH-ROOFSHUTHING �._.. Ad Ncs _-... PINE¢ I 1)7-STRIPPING .. 3 .....__. _,.-..._._.. .... _..-........ _...._... .-....._ Au[NPa pay ra If ON 3 }xd Nnx pave« 145-TRussDrtwG 3 AddN a pay Rt DB a.Eeriuca000H 3 �. --d-N. _._..I _ ._ Day F¢ ! S35-WALL SNFATXDIG .. GA&E END RB00 ..-. {:ud Nes PoY Fc 1 136 ROOF DRY-IN/RN TAB 3 add Nca pINFc 167-ROOFF 4 rFf4 Nro P f•x ay >BO- EIKIP[C FINAL _ ACO Nca Pry is 9A MuG.111SpECfION Another Permit }t41rs•//nnrininenarfi nnnnhlir c4lnriarn rtnv/ 0/1 /)nl'T r r OFFICE USE ONLY: DATE FILED: • f A -/ 7 REVISION FEE: -$ 1 xj-po PERMIT # RECEIPT # ; an 4 PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 "'4LE l;pw 1 (772)462.1553 VO APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION LOCATION/SITE ADDRESS: . ? 7 ! AA,1..0011 9 DETAILED DESCRIPTION OF PROJECT CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: e1 & /2,5-3 BUSINESS NAME: 17 A -- 6:6u-�/� 1 QUALIFIERS NAME: i) Ad,0 /0„ n,c 5(:AW-L, BY St. Lucia r/bmP LUCIE CO CERT. #: P \ , {,k! CITY: (-to (I.off' 4 STATE: / ZIP: 'f PHONE(DAYTIME): 772, Z//, FAX: / S;-- al 3� OWNER/BUILDER INFORMATION: NAME: '7 40'&Z x 0�i/� 2�f ° �6�,✓Jv �/L/Jr�fL i9� �/Jes+:' Yi/-F ADDRESS: 3 zs ✓� CITY: STATE: r / ZIP: 3 �-y r/ PHONE (DAYTIME: FAX: ARCHITECT/ENGINEER INFORMATION: NAME: _ ADDRESS: _ CITY: PHONE(DA SLCCC: 9123109 Revised 06130117 r al