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HomeMy WebLinkAbout2799 N US 1 - PAPERWORK05/30/2007 13:16 772460831e*� BEST IND PAGE 02/02 $EST IouSTRIES INC. 749S e0HHERML MOLE fT PIERCE, fL 349S1 772-4604310 MY: 772-460-9311 St. Lucie County Code Compliance Division 2300 Virginia Avenue Ft, Pierce, FL 34982 Re: Building Permit # 0607.0314 Address: 2799 US Hwy 1 Ft. Pierce, FL SCANNED BY St. Lucie County Please accept this letter requesting to cancel the permit referenced above. We will no longer be doing any work at this site. Should you have any questions, please do not hesitate to contact me at 772460-8310. Sincerely, Oscar Wild Best Industries, Inc. RECEIVED MAY 30W PERMI"NG St. Lucie County, FL 05/30/2007 13:16 772460831, BEST IND PAGE 01/02 BEST INDUSTRIES, INC. 7485 CoMHEPCIAL CIRCLE FT. PIERCE. fL 34151 772-440.831-0— fAX: 772-460-2311 FaOSIAULB TUaNSUMaL SHPST 70: ev i FRDW DDu�vNy: _ e / ov& PROMS -TOM NO.00UGES INCL11mIN4 COVER 77z FCK NUM85R SENDER'S REFERENCE NUMREiC �; yOLIR REFERENCE NUMBER ❑ UitG8NT ❑FOR REVIEW ❑YLSWECOWMENT dl�vwASERSPLg ❑'PLEQ$8R£OgcLe NOTmoOMmm, RECEIVE® MAY 3 0 2007 PERMITTING St: Lucie County, FL code Compliance Division 2300 Virginia Avenue Ft Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-2522 http:llsttucieco.govlce Date: 05 September 2006 Job Address: 2799 U S I HWY Received By: serraneb Paid With: CK Paid By: BEST INDUSTRIES Building Receipt Receipt#: 0000044284 St. Lucie 'errnit Number. SLC- 0607-0314 Amount: $427.30 �redit Card Number: Check Number: 7258 Sign: 03/09/2007 08:59 March 9, 2007 7724F7-711 BEST IND PAGE 02/02 q FEST INDUSTRIES INC. 749S COMMERCIAL CIRCLE ¢T. PIERCE, FL 349S1 772-460-9310 FAX-- 77P-460-8311 SCANNED BY St. Lucie County Attn: Beatrice / Permitting St. Lucie County Building Department 2300 Virginia Avenue Ft. Pierce, FL 34982 ct r t Location: 2799 US IIwy I Ft. Pierce, FL Dear Beatrice: Please accept this letter as a request to extend the above noted permit. We understand that there is a fee associated with the extension. Should you require additional information, Please do not hesitate to contact us. Sincerely, Otto Wild President RECEF!71. ,.) MAR 0 9 2007 Public -Works at, Lucie County, FL 03/09/2007 08:59 7724&RR?ll BEST IND PAGE 01/02 BEST INDUSTRIES INC. 7485 COMMERCIAL CIRCLE FT. Pf6RC'E, fL 341S1 772-440.9310 FAX: 772-W-8311 FaOSIIWLE TRQNSNl1TTaL S+FEST TO: FROM: l?FZMCp-l?9RMrMQ ToNga . OOMM4: DOTE: ST. LUCIE COUNTq MaRCFF 8, 2007 PHONE ma"M. TOTUL NO.OPPQOS.¢ INCLUDING, OMPM 2 FOX NUKWI; 462-1795 M. REQUEST FORPERW SXTENSMN ❑ URGENT ❑ FOR TMVISW ❑ PLMS COMMENT ❑ PLEOSS RSPL4 ❑ P1£OS£ Tise4mS NOTESIOOMM8NTS: RFcjovl D MAR 0ptjy ?OpI 3r �@,Co °rks 4 °hs F( Code Compliance Division 2300 Virginia Avenue FL Pierce, FL 34982 Phone: (772) 462-1563 Fax: (772) 462-2522 http://Stiucieco.gov/ce Date: 09 March 2007 Job Address: 2799 U S 1 BWY Received By: goycocbb Paid With: CK Paid By: BEST INDUSTRIES Building Receipt Receipt #: 0000051922 'ermit Number: SLC- 0607-0314 S Amount: $50.00 St. L �redit Card Number: Check Number: 8108 Sign: County ST LUCIE COUNTY FIRE DISTRICT Office of the Fire Marshal Plan Review 2400 Rhode Island Avenue Telephone: 772.462.8306 Ft Pierce, FL 34950 FAX: 772.462.8466 THE FLORIDA FIRE PREVENTION CODE, 2004 EDITION IS CURRENTLY ENFORCED. The Code is based on NFPA 1 and NFPA 101, 2003 Florida Specific edition. Jurisdiction: PSL Project Name: Shell Address: 2799 North US1 Contractor Best Industries Contractor's Address: 7485 Commercial Circle State: FI Architect/Engineer: Occupancy Type: Construction Type: Square feet: Number of stories: Occupant Load: Hustad Structual Engineering Business if, 111f, FMO Permit #: B-06-583 Building Permit #: 0607-0314 Phone # 772-460-8310 City: Fort Pierce Zip Code: 34951 Phone # 561-798-7750 AS Permit: FA Permit: FFP Permit: Access Box: Access Key Switch: SCANNED BY St. Lucie County NOTE 1. All revisions, including the electronic copy must be received prior to permitting. 2. The Fire Marshal requires 24 hour notice on all inspections. 3. The respective Building Department shall schedule all final inspections through the Fire Marshal's Office. 4. Failed inspections require payment of fee prior to rescheduling of further inspections. 5. Penetrations through rated assemblies shall be of proper UL design. Design criteria shall be submitted with the construction plans. 6. Fire alarm panels shall be located indoors within a controlled environment. 7. Plans and construction are subject to corrections in the field to maintain code compliance. Required Revisions An electronic version of the construction plans on a CD is required. The file format shall be .pdf only. The CD shall contain a sheet index file. Files shall be separated by discipline. Files names shall match construction documents sheet numbers. 1. No comments 2006.08.29 15:07:04-04'00' SCANNED BY 1 St. Lucie County ,fie /- J'D)C i5 /, rS will be using the following sub -contractors for the (Company/Individual Name) project located at ` St. Lucie County Building & Zoning 2300 Virginia Ave oa Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY . (Street address or Propefty Tax ID #) It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of St. Lucie County. Trade Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical FL GmH Y z S--O Plumbing HVAC/ Mechanical Roofmg Gas PERMIT : I I ISSUE DATE: ST. LUCIE COUNTY PUBLIC WORKS BUILDING & ZONING DEPARTMENT SCANNED BY F<oRt°P BUILDING St, Lucie County BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: GO17 ©t� State of Florida Certification Number (If applicable): C%I1� nf�r/�s i 5 04 S fL 41C4 in have agreed to be the ���G71YyCOt 1 sub -contractor for e5I-,,- ,- r_h6ya511r/r$ 2/+ c (Type of I`rade) (Primary Contractor) for the project located at _ 17�Al /1/ /_/,5' &, IV) J/�/Z S — SG//' /J!%ZZ (Project Street ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: 'SLCCDV No_ 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED SIGI TURF PRINT NAME DATE Business Name: C6yf 4 6¢ Address: SZ LD4Pal u D4— City/Slate/Zip: 3yl F Phone: %JZi .2 email: OFFICE USE ONLY: PERMIT# ISSUE DATE EDWIN M. FRY, Jr., CLERK OF THE CIRCUIT COURT - SAINT LUCIE COUNTY FILE N 2996046 OR BOCT 7113 PAGE 127, Recorded 07/17/2006 al, ' ,03 AM .. ... . , -. NOTICE OF WMMENCQdElif .. � ' �� � , ` •�'. P®fNo. Tacm#, /Yzg_: SOl aozz�oD-f State Of G ,dn ,.' County Of -5 _ ye - THE UNDERSIGNEUhemby gives notice that improvement will be trade to ceet tin rig property, and in accordance with Chapter 713, Florida Statute,,. the following information is provided in this Notice of Comroencemat (U omer man owneq= Address Contractor GrS� 17eiU.3 TI'%g /i%G \ Phone# Address 7'/g5- gf .. rl•uv� a C F-�Pirr<C t'L 3'St96 Fax#�// Surety Phone # Fax # lender \ \��' Pho Address Fax Persona within me State of Florida designated by Ownerupon whom notices or other dov*cmts may be served as provided by Section 713.13 (1) (a3,�.Mgrida Statutes: Fax or Fax # l to receive a copy of the Ucnor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Expiration dent; of notice ofeor®acementis meyrar fromthe date ofranrding unless a different date is specified. Io-3t-Ob (Dale) SPATE OF PI.ORIDA, who (aan NOTARY PIIBLICSTATE OF FLORIDA JoAnna M. Zenehak Commission # DDS41270 Expires: APR 26, M. Banded TuvAdmdc Bonding Co, Ino IYAwd, AAF OWNERS SIGNATO" wbo ispersonally known tome or MR11111 11 M-11 NOTARYPUBLIC 7111E b6< /o2ONNUMBER STATE OF FLORIDA ST. LUCIE COUP* THIS TO CEnT PYTH THUEAH ORltafmi , Cr�= O� Datd: Ity Property Appraiser - St.Lucie Coilnty, FL Page 1 of 1 Super Stop Petroleum Inc Record: 1 of 1 Property Identification Site Address: 2799 N US HWY 1 Secrrown/Range: 28 :34S :40E Map ID 14128S Zoning: Ownership and Mailing PROPERTY RECORD CARD <<Prev Next» Spec.Assmnt Taxes Exemptions Permits Home Print �V1CIE CO ParcellD: 1428-501-0022-000-5 �. •• ,� Gy Account* 9340 y Land Use: STORASTR i City/Cnty: ST. LUCIE COUNTY, �..:w�..,../ Owner: Super Stop Petroleum Inc Address: 6221 W Atlantic Blvd Margate FL 33063 Sales Information Date Price Code Deed Book/Page 913012002 02 SP 1590 / 2005 311/2000 9030700 02 WD 1283/2884 5/9/1995 1000 02 CT 0955 / 0178 9/1/1986 665000 02 CV 0513 / 1049 1/1/1986 200000 02 CV 0488/2998 101111985 0 01 CV 0480 / 0445 4/1/1973 15000 00 CV 0212 / 2877 Legal Description - S/D OF RUSSELL ESTATE 28 34 40 TRACT LYG S-OF ST LUCIE BV AND W OF SR 5 IN LOT 1 S/D OF RUSSELL ESTA More... Assessment FV Total Land and Building 2005 Val: 112800 Land Value: 85200 Acres: 0.35' Assessed: 112800 Building Value: 26600 SCANNED Ag.Credit: 0 Finished Area: 0 SgFt Exempt: 0 BY Taxable: 112800 St. Lucie County TotalTax: 2390.39 BUILDING INFORMATION Exterior Features View: - RoofCover: ExtType: CMH - CMH YeafBlh Grade: N2 - N2 Ef1YrBll: StoryHghL 0010-1 Story No.Umts: Interior Features BedRooms: 0 Electric: FullBath: HeatType: 1/2Bath: HeatFuel: %A/C: %Heated: Special Features and Yard Items Type Y/S Qty. Units Qual. Cond. YrBlt. CNC1 - CONCRET HIGH Y 1 2500 AV AV 1986 ASP1 - ASP1 HIGH Y 1 6500 AV AV 1986 1986 1986 Land Information No, Land Use 1 1100-STORASTR RoofSlrucl: - Frame: PrimeWall: SecWall: PrmintWall: AvgHt/FI: Prm.Flors: %Sprinkled: Type Measure Depth 347-SgFeel 2 15327 THIS INFORMATION IS BELIEVED TO BE CORRECT AT THIS TIME BUT IT IS SUBJECT TO CHANGE AND IS NOT WARRANTED. http://www.paslc.org/pre.asp?prclid=142850100220005 7/17/2006 �60-8N, ST LUCIE COUNTY BOARD OF COUNTY PUBLIC WORKS COMMISSIONERS DEPARTMENT SCANNED BY BUILDING & ZONING DIVISION St. Lucie County FAX COVER SHEET FAX #: (772) 462-2522 PHONE #: (772) 462-1553 DATE: O� a S IO6 NO. OF PAGES INCL. COVER: TO:�S� 1 I�ci�aSC eS Yn L ATTN: RE: O (DM- 0314 SENDER: (A Dl� (w PHONE #: w St Code Compliance Division 2300 Virginia Avenue Ft Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-2522 http://stlucieco.gov/ce PROPERTY INFORMATION Address: 2799 U S 1 HWY Unit # : City I State I Zip: FPR Parcel # : 1428-501-0022-000/5 Zoning: CG APPLICATION INFORMATION Permit Number: 0607-0314 Activity Type: Other Permit Type: Commercial Renovation Contractor Name: WILD OTTO G Business Name: BEST INDUSTRIES INC Business Addr: 7485 COMMERCIALCIR City I State I Zip: FORT PIERCE, FL 34951 Review Comments FL 34946 Jurisdiction: St. Lucie County Lot # : 1 Block: Page I Owner(s): Super Stopmtrftw e® BY 8t. Lucie County Application Type: Building Permit w/o subs Other Activity: CANOPY Stories: 1 Automatic Sprinkler System? ❑ Fax Number 772460-8311 REVIEWS AND COMMENTS Review Type Status Reviewed By Date Started Date Complete Date Released Documents Missing Pending 07/25/2006 1 Comment NEED TO BRING IN RECORDED NOC WITH PICKUP Front Counter Review Complete Stephanie Bush 07/17/2006 07/1712006 Zoning Review Pending Lydia Galbraith 07/2512006 07125/2006 1 Comment NEED ELECTRICAL SUB AGREEMENT SIGNED BY ELECTRICAL SUBCONTRACTOR. SIGNATURE NEEDS TO BE ORIGINAL. TRANSMISSION VERIFICATION REPORT TIME : 07/25/2006 15:08 NAME : FAX TEL SER.# BROH5J320634 DATE,TIME 07/25 15:08 FAX NO./NAME 94608311 DURATION 00:00:41' PAGE(S) 02 RESULT OK MODE STANDARD ECM �60-®'JiI ST LUCIE COUNTY BOARD OF COUNTY PUBLIC WORKS COMMISSIONERS DEPARTMENT BUILDING & ZONING DIVISION FAX COVER SHEET FAX #: (772) 462-2522 PHONE #A: (772) 462-1553 DATE: ui 1 ;� S lc6 NO. OF PAGES INCL, COVER: Z-- TO: bE i ATTN• RE: O 60 , 031 V PHONE #; L402 ST LUCIE COUNTY FIRE DISTRICT Office of the Fire Marshal Plan Review 2400 Rhode Island Avenue Telephone: 772.462.8306 Ft Pierce, FL 34950 FAX: 772.462.8466 THE FLORIDA FIRE PREVENTION CODE, 2004 EDITION IS CURRENTLY ENFORCED. The Code is based on NFPA 1 and NFPA 101, 2003 Florida Specific edition. Jurisdiction: PSL Project Name: Shell Address: 2799 North US1 Contractor Best Industries Contractor's Address: 7485 Commercial Circle State: FI Architect/Engineer: Hustad Structual Engineering Occupancy Type: Business Construction Type: Square feet: 1800 Number of stories: Occupant Load: FMO Permit #: B-06-583 Building Permit #: 0607-0314 Phone # 772-460-8310 City: Fort Pierce Zip Code: 34951 Phone # 561-798-7750 AS Permit: FA Permit: FFP Permit: Access Box: Access Key Switch: SCANNED St. Lucie County I NOTE 1. All revisions, including the electronic copy must be received prior to permitting. 2. The Fire Marshal requires 24 hour notice on all inspections. 3. The respective Building Department shall schedule all final inspections through the Fire Marshal's Office. 4. Failed inspections require payment of fee prior to rescheduling of further inspections. 5. Penetrations through rated assemblies shall be of proper UL design. Design criteria shall be submitted with the construction plans. 6. Fire alarm panels shall be located indoors within a controlled environment. 7. Plans and construction are subject to corrections in the field to maintain code compliance. Required Revisions An electronic version of the construction plans on a CD is required. The file format shall be .pdf only. The CD shall contain a sheet index file. Files shall be separated by discipline. Files names shall match construction documents sheet numbers. 1. No comments I LE 2006.08.29 If. 0 0A of .A STRUCTURAL CALCULATIONS 03ased on Fladda Budding Code 2004 Ed&m) For proposed Canopy by: Best Industries She# 2799 North U.S. Highway 1 Fort Pierce, Florida 34946 Prepared by: David L. Hustad, P.E. Lic. No. 44996 HUSTAD structural Engineering, LLC 744 Via Toscana Wellington, FbrMa 33414 (661) 798-7750 phone (661) 708.7752 dhustaft&adelohla. not SCANNED BY St. Lucie County FILE COPY 7)12/2006 1 oft 11A1 AM r - ��= :_. -_ _�- ;: _ - :; .. �' �- - a �- CJ r Wind Calculations - F.B.C. 2004 per ASCE 7-02 Project: SHELL Client Best Industries Wind Speed V= 140npr Importance Factor 1= 1.0 Topography Factor K1= 0.0 K� = 0.0 K, = 0.0 Ka= 1.0 Directionality Factor Ka= 0.85 1.0 Exposure Coefficient K,= 0.87 Terrain Exposure Constants a = 9.5 Z9 = 900 zy = 15 Building Category 1! Wind Exposure Applicable Internal Pressure Coefficient 0.00 Enclosed 0.00 Length of Building L= —6-0-001 n Width of Building W or B = 30.00 n Mean Roof Height H = 17.0 a Roof Pitch Rise per foot= o.o la W = 0.0 - Width o1 Pressure Coefficient Zone a = 3.0 n Velocity Pressure qz= 37.17 psf 7111/2008 146 mph Dade -Miami Co1140 mph Broward Co. ASCET-9a-TaNe6.1 ASCE7-98-Smdon6b.7 ASCE7-98-TabMeb ASCE7-98-Ta 6-5 ASCE7-98-Ta 1.1 ASCE7-99-Sedon6.5.6 ASCE7-98-TabM67 parallel to ridge perpendicular to ridge ASCE7-9a-EquaSan&13 I., Pressures for Main Wind Force Resistinn Systems walls G= 0.85 ASCE7-9s-See5me.5.8 ASCE 7-98-Fign89 Pressures Internal Pressure Total LIB = 0.500 Cp = 0.80 wivd m d (waslcase) 25.3 0.0 0.0 25.3 -0.50 Lesxerd -15.8 0.0 0.0 -15.8 .0.70 stewar -22.1 0.0 0.0 •22.1 P wall= 26.28 psr(e ) pwaL diaphragm = 41.07 psf(Windward +Leeward) (Windward + internal) Roof q= 37.17 psf (upinapprcelbre)K,-t.00 G= 0.85 ASCE7-98-Se 6.5.e HIL= 0.28 SeeASCE7-98 Fi re63 Pressures Internal Pressure Total HIB= 0.57 Cp= -0.7 VWM rdrl,! al Ridge) -22.1 0.0 0.0 •22.1 HII.- 0.28 4.5 Laeverd(Nemalm Ridge) -15.8 0.0 0.0 -15.8 Angle= 0.0 -0.9 ParaF.lin Rb9e (Wo Case) -28.4 0.0 0.0 -28.4 -0.80 Overa% ASCE7-W-&&11A.1 Roof Pressure Coe IclaRls Wind Direction Windward Leeward An le de rees) An le(da reea h/L 16 20 25 30 10 I15 >20 Normal to Ridge <=•25 0 0 0 0 0 0 0 for AL17XC>10 0.5 -0.7 0 0 >=1.0 0 I0 0 0 0 0 0 Main Roof Overhan p(4ese) -28.4 -63.7 PROOF diaphragm = 6.32 per (Windward + Leeward) Per Internal pressure cancel out P(re0 -18.4 -�-7 r Use only 9 pal resisting dead load 7/112008 David L. Hustad, P.E. PE #44996, S1#6986745 CA#9843 HUSTAD Structural Engineering, LLC 744 Via Toscana Wellington,FL 33414 (561)798-7750 ph (561) 798-7752 fx F I (e)1983"2003 ENERCALC Engine, Description S- General Information Title: Dsgnr. Description Scope: Steel Beam Design Job # Date: 3:29PM, 11 JUL 06 Page 1 Code Ref: AISC 9lh ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W14X34 Fy 50.00ksi Pinned -Pinned Load Duration Factor 1.33 Center Span 35.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 12.50 it LL & ST Act Together Right Cant 12.50 ft Lu : Unbraced Length 11.67 ft Distributed Loads Notel Short Term Loads Are WIND Loads. DL -0.034 LL ST 0.308 Start Location End Location k/ft k/ft k/ft it It wmmary N Beam OK Short Term Load Case Governs Stress Using: W14X34 section, Span = 35.00ft, Fy= 50.Oksi, Left Cant. = 12.50ft, Right Cant. = 12.50ft End Fixity = Pinned -Pinned, Lu = 11.67ft, LDF = 1.330 Actual Allowable Moment 47.158 k-ft 'fb 123.856 k-ft Max. Deflection 1.241 in : Bending Stress 11.644 ksi 30.582 ksi Length/DL Defl #ftk###.# : 1 f o / Flo 0.381 : 1 Length/(DL+LL Defl) 241.7 :1 Shear 5.389 k 105.982 k fv: Shear Stress 1.353 ksi 26.600 ksi fv / Fv 0.051 : 1 Force & Stress Summary <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only Center (ai) Center Cants Cants Max. M + 47.16 k-ft 0.00 47.16 k-ft Max. M - -0.00 -24.06 k-ft Max. M @ Left 0.00 0.00 -24.06 k-ft Max. M @ Right 0.00 0.00 -24.06 k-ft Shear @ Left 5.39 k 0.00 5.39 3.78 k Shear @ Right 5.39 k 0.00 5.39 3.78 k Center Defl. -1.055 in 0.000 0.000 -1.055 Left Cant Defl 1.193in 0.000 0.000 1.193 Right Cant Defl 1.241 in 0.000 0.000 1.241 ...Query Defl @ 0.000 ft 0.000 0.000 0.000 Reaction @ Left 9.93 -0.00 5.39 Reaction @ Rt 9.93 -0.00 5.39 Fa caldd per Eq. E2-2, K'Ur> Cc I Beam, Major Axis, (102.000' Cb / Fy)A.5 <= UrT <= (510.000' Cb / Fy)A.5 , Fb per Eq. F1-6 0.000 0.646 in 0.000 -1.094 in 0.000 -1.098 in 0.000 0.000 in 3.85 k 3.85 k a David L. Hustad, P.E. PE #44996, SI#6986745 CA#9843 HUSTAD Structural Engineering, LLC 744 Via Toscana Wellington,FL 33414 (561) 798-7750 ph (561) 798-7752 fx Title: Dsgnr: Description Scope: Job # Date: 3:29PM, 11 JUL 06 Us;r.KW0605990,Ver5.8.01-Deo-2003 Steel Beam Design n Page 1 (01983-2003 ENERCALC Ennineerina Software hest Indus 263 e,..vCalalafions Description S-2 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W14X34 Fy 50.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 36.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 12.50 it LL & ST Ad Together Right Cant 12.50 it Lu : Unbraced Length 11.67 ft Distributed Loads Notel Short Tenn Loads Are WIND Loads. DL 0.066 LL 0.164 ST Start Location End Location k/ft k/ft k/ft It ft Point Loads Nolel Short Term Loads Are WIND Loads. #1 42 #3 #4 #5 #6 17 Dead Load 0.409 0.409 k Live Load k Short Term k Location-12.500 47.500 ft Summary Beam OK Static Load Case Governs Stress Using: W14X34 section, Span = 35.00ft, Fy = 50.Oksi, Left Cant. = 12.50ft, Right Cant. = 12.50ft End Fixity = Pinned -Pinned, Lu = 11.67ft, LDF = 1.000 - Actual Allowable Moment 27.496 k-ft 93.125 k-ft Max. Deflection 0.797 in fb : Bending Stress 6.789 ksi 22.994 ksi Length/DL Defl 1,455.4 : 1 fb / Fir 0.295 : 1 Length/(DL+LL DeFl) 376.2 : 1 Shear 4.619 k 79.686 k fv : Shear Stress 1.159 ksi 20.000 ksi fv / Fv 0.058 : 1 Force & Stress Summary <<-These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only OD Center Center Cants Cants Max. M + 27.50 k-ft 2.38 27.50 k-ft Max. M - -12.92 -12.92 -25.73 k-ft Max. M @ Left -12.92 _ -12.92 -25.73 k-ft Max. M @ Right -12.92 -12.92 -25.73 k-ft Shear @ Left 4.62 k 1.75 4.62 3.65 k Shear @Right 4.62 k 1.75 4.62 3.65 k Center Defl. -0.557 in 0.019 -0.557 -0.557 0.348 0.348 in Left Cant Defl 0.780 in -0.204 0.445 0.445 -0.780 -0.780 in Right Cant Defl 0.797 in -0.206 0.440 0.440 -0.797 -0.797 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 8.69 3.41 6.28 6.28 5.46 5.46 k Reaction @ Rt 8.69 3.41 6:28 6.28 5.46 5.46 k - - Facaledper-Eq.. E2-2-K`L/r>Cc- - - I Beam, Major Axis, (102,000' Cb / Fy)".5 <= L1rT <_ (510,000' Cb / FV)^.5 , Fb per Eq. Ft-6 �JcY ice. David L. Hustad, P.E. PE #44996, S1#6986745 CA#9843 HUSTAD Structural Engineering, LLC 744 Via Toscana Wellington,FL 33414 (561) 798-7750 ph (561) 798-7752 fx Title: Dsgnr: Description Scope: Job # Date: 3:29PM, 11 JUL 06 User. xW-0605990, Ver S.ao, 1-ceo2003 Steel Beam Design n Page 1 (c)1993-2003 ENERCALC Engineering Software best indus 263 ec Calmlatians Description - S-2 U General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W14X34 Fy 50.0Oka i Pinned -Pinned Load Duration Factor 1.33 Center Span 35.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 12.50 it LL & ST Act Together Right Cant 12.50 ft Lu : Unbraced Length 11.67 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL -0.034 k/ft LL k/ft ST 0.368 k/ft Start Location ft End Location ft '>ummafy Beam OK Short Term Load Case Governs Stress Using: W14X34 section, Span = 35.00ft, Fy = 50.Oksi, Left Cant. = 12.50ft, Right Cant. = 12.50ft End Fixity = Pinned -Pinned, Lu = 11.67ft, LDF = 1.330 Actual Allowable Moment 56.345 k-ft -ksi 123.856 k-ft Max. Deflection 1.483 in to : Bending Stress 13.912 W.582 ksi Length/DL Defl ######.# : 1 fb / Fb 0.455 : 1 Length/(DL+LL Defl) 202.3 :1 Shear 6.439 k 105.982 k fv : Shear Stress 1.616 ksi 26.600 ksi fv / Fv 0.061 : 1 I Force & Stress <<-These columns are Deac DL LL LL+ST Maximum Only (a) Center (a) Center Max. M + 56.34 k-ft 0.00 56.34 Max. M - -0.00 Max. M @ Left 0.00 0.00 Max. M @ Right 0.00 0.00 Shear @ Left 6.44 k 0.00 6.44 Shear @ Right 6,44 k 0.00 6.44 Center Defl. -1.260 in 0.000 0.000 -1.260 Left Cant Defl 1.425 in 0.000 0.000 1.425 Right Cant Defl 1.483 in 0.000 0.000 1.483 ...Query Defl @ 0.000 ft 0.000 0.000 0.000 Reaction @ Left 11.86 -0.00 6.44 Reaction @ Rt 11.86 -0.00 6.44 Fa caldd per Eq. E2-2, K'Ur> Cc I Beam, Major Axis, (102,000' Cb / Fy)".5 <= UrT <= (510,000Cb I Fy)4.5 , Fb per Eq. F1-6 Live Load placed as noted ->> LL LL+ST Cants P Cants k-ft -28.75 k-ft -28.75 k-ft -28.75 k-ft 4.51 k 4.51 k 0.000 0.772 in 0.000 -1.291 in 0.000 -1.328 in 0.000 0.000 in 4.60 k 4.60 k r r r -:mowWOO David L. Hustad, P.E. PE #44996, SI#6986745 CA#9843 HUSTAD Structural Engineering, LLC 744 Via Toscana Wellington,FL 33414 (561) 798-7750 ph (561) 798-7752 fx Title : Dsgnr: Description Scope: Job # Date: 3:29PM, 11 JUL 06 User.KWZW05990,Ver5.8.0, 1-Deo-2003 Steel Beam Design Page 2 @ (c)1983-2003ENERCALCEnnineerina SoM+are best intlus 263.ecw Catcuta6ons NJ Description Section Properties W14X34 Depth 13.980 in Weight 33.97 #Ift Web Thick 0.285 in Ixx 340.000 in4 Width 6.745 in lyy 23.300 in4 Flange Thick 0.455 in Sxx 48.600 in3 Area 10.00 in2 Syy 6.910 in3 Rt 1.760 in R-xx 5.830 in Values for LRFD Design.... R-yy 1.530 in J 0.570 in4 Zx 54.600 in3 Cw 1,070.00 1n6 ZY 10.600 in3 K 0.855 in 7110 wa; ' • � `� •� °�i t`k it David L. Hustad, P.E. PE #44996, S1#6986745 CA#9843 HUSTAD Structural Engineering, LLC 744 Via Toscana Wellington,FL 33414 (561) 798-7750 ph (561) 798-7752 fx Title : Dsgnr: Description Scope: Job # Date: 3:29PM, 11 JUL 06 User. KWZW5990, Ver 5.8.0 7-Deo-2003 Steel Beam Design Page 1 P1 (e)1983-2003 ENERCALC Enainee6na 3oftwate best Indus 263 ecw:Calwlations I' Description Y-1 LGeneral Information Code Ref. AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W14X53 Fy 50.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 1.00 It Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 15.00 ft LL & ST Act Together Right Cant 15.00 ft Lu : Unbraced Length 10.75 ft Point Loads Notel Short Term Loads Are WIND Loads. 11 #2 #3 #4 #5 #6 #7 Dead Load 2.570 2.570 2.570 2.570 k Live Load 6.430 6.430 6.430 6.430 k Short Term k Location-15.000 -4.500 5.500 16.000 ft Summary Beam OK Static Load Case Governs Stress Using: W14X53 section, Span = 1.00ft, Fy = 50.Oksi, Left Cant. = 15.00ft, Right Cant. = 15.00ft End Fixity = Pinned -Pinned, Lu = 10.75ft, LDF = 1.000 Actual Allowable Moment 181.461 k-ft 194.500 k-ft Max. Deflection 1.454 in fb : Bending Stress 27.989 ksi 30.000 ksi Length/L DDO247. : 1 fb / Fb 0.933 : 1 Lenglh/(DL+LL Defl) 47.6 : 1 - Shear 18.788 k 103.008 k fv : Shear Stress 3.648 ksi 20.000 ksi fv / Fv 0.182 : 1 Force & Stress Summary <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only Center Center CED Cants Cants Max. M + 181.46 k-ft k-ft Max. M- -56.08 -56.08 -181.46 k-ft Max. M @ Left -56.08 -56.08 -181.46 - k-ft Max. M @ Right -56.08 -56.08 -181.46 k-ft Shear @ Left 18.79 k 5.93 5.93 18.79 k Shear @ Right 18.79 k 5.93 5.93 18.79 k Center Dell. 0.002 in 0.001 0.001 0.001 0.002 0.002 in Left Cant Defl 1.454 in -0.446 -0.446 -0.446 -1.454 -1.454 in Right Cant Dell 1.422 in -0.436 -0.436 -0.436 -1.422 -1.422 in ...Query Deft @ 0.000 It 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 144.21 5.96 5.96 5.96 18.82 18.82 k Reaction @ Rt 144.21 5.96 5.96 5.96 18.82 18.82 k Fa caldd per Eq. E2-2, K'Ur> Cc I Beam, Major Axis, (102,000' Cb I Fy)4.5 <= UrT <= (610,000' Cb I Fy)6.5 , Fb per Eq. F1-6 I Beam, Major Axis, Fb per Eq. F1-8, Fb=12,000 Cb Af / (I ` d) + AI'ArMw , 0 David L. Hustad, P.E. PE 944996, SI#6986745 CA#9843 HUSTAD Structural Engineering, LLC 744 Via Toscana Wellington,FL 33414 (5611798-7750 Dh (5611798-7752 fx Title : Dsgnr: Description Scope : Job # Date: 3:29PM, 11 JUL 06 User. ZW705990, Ver 5.8.0, 1-Me 2003 Steel Beam Design Page 2 0 (c)19a3-2003 ENERCALC Engineering Software 9 best indus 263.ecw.Calculalions 9 Description Y-1 Section Properties W94X53 Depth 13.920 in Weight 52.99 #/R Web Thick 0.370 in Ixx 541.000 in4 Width 8.060 in lyy 57.700 in4 Flange Thick 0.660 in Sxx 77.800 in3 Area 15.60 in2 Syy 14.300 1n3 Rt 2.150 in R-xx 5.890 in Values for LRFD Design.... R-yy 1.920 in J 1.940 in4 Zx 87.100 in3 Cw 2,540.00 in6 ZY 22.000 in3 K 1.250 in y ti David L. Hustad, P.E. PE 944996, S1#6986745 CA#9843 HUSTAD Structural Engineering, LLC 744 Via Toscana Wellington,FL 33414 (561)798-7750 ph (561) 798-7152 fx Description Title : Dsgnr. Description Scope : Steel Beam Design Job # Date: 3:2913M, 11 JUL 06 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W14X53 Fy 50.0oksi Pinned -Pinned Load Duration Factor 1.33 Center Span 1.00 it Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 15.00 ft LL & ST Act Together Right Cant 15.00 ft Lu : Unbramd Length 10.75 ft Distributed Loads Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL -0.053 k/ft LL k/ft ST k/ft Start Location R End Location ft Point Loads Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load k Live Load k Short Term 10.000 12.000 12.000 10.000 k Location-15.000 -4.500 5.500 16.000 ft Summary Beam OK Short Term Load Case Governs Stress Using: W14X53 section, Span = 1.00ft, Fy = 50.Oksi, Left Cant. = 15.00ft, Right Cant. = 15.00ft End Fixity = Pinned -Pinned, Lu = 10.75ft, LDF = 1.330 Actual Allowable Moment 203.999 k-ft 258.685 k-ft Max. Deflection 1.607 in fb : Bending Stress 31.465 ksi 39.900 ksi - Length/DL Defl @####.# : 1 fb / Fb 0.789 : 1 Length/(DL+LL Defl) 224.0 : 1 Shear 22.000 k 137.001 k fv: Shear Stress 4.271 ksi 26.600 ksi tv t Fv 0.161 : 1 Force & Stress Summary <<-These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only (al Center Center 6@ Cants Cants Max. M + 204,00 k-ft 0.00 0.00 k-ft Max. M - -204.00 k-ft Max. M @ Left 0.00 0.00 -204.00 k-ft Max. M @ Right 0.00 0.00 -204.00 k-ft Shear@ Left 22.0o k 0.00 0.00 22.00 k Shear @ Right 22.0o k 0.00 0.00 22.00 k Center Defl. 0.003 in 0.000 0.000 0.000 0.000 0.003 in Left Cant Defl 1.607in 0.000 0.000 0.000 0.000 -1.607 in Right Cant Defl 1.571 in 0.000 0.000 0.000 0.000 -1.571 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 226.00 -0.00 -0.00 22.00 k Reaction @ Rt 226.00 -0.00 -0.00 22.00 k =- Fa calc'dper-Eq: E2-2, K'Ur> Cc- -- I Beam, Major Axis, (102,000' Cb / Fy)".5 <= UrT <_ (510,000' Cb / Fy)4.5 , Fb per Eq. F1-6 I Beam, Major Axis, Fb per Eq. F1-8, Fb=12,000 Cb Af / (I' d) Be 0 -9 0 Z VA M 2 David L. Hustad, P.E. PE #44996, S1#6986745 CA#9843 HUSTAD Structural Engineering, LLC 744 Via Toscana Wellington,FL 33414 (561) 798-7750 ph (561) 798-7752 fx Title : Dsgnr: Description Scope: Job # Date: 3:29PM, 11 JUL 06 User.R-Z6)5990, Ver 5.8.0, 1-Dec-2003 Steel Beam Design Page 2 p (cp963-2003 ENERCALC Engineering Software 9 best indus 263.ecm.Calculations it Description Section Properties W14X53 Depth 13.920 in Weight 52.99 #/it Web Thick 0.370 in Ixx 541.000 in4 Width 8.060 in lyy 57.700 in4 Flange Thick 0.660 in Sxx 77.800 in3 Area 15.60 in2 Syy 14.300 in3 Rt 2.150 in R-xx 5.890 in Values for LRFD Design.... R-yy 1.920 in J 1.940 1n4 Zx 87.100 in3 CW 2,540.00 ins ZY 22.000 in3 K 1.250 in i'§ �C'h Cf y 'Tw(i J A&TU r it`. t y David L. Hustad, P.E. PE #44996, S1#6986745 CA#9843 HUSTAD Structural Engineering, LLC 744 Via Toscana Wellington,FL 33414 (561) 798-7750 ph (561) 798-7752 fx Title : Dsgnr: Description Scope : Job # Date: 3:29PM, 11 JUL O6 iise�rcwaso�seoove;ss.o,i-oeo-zoose Steel Column Page 1 Description C-1 General Information Code Ref: AISC9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 n Steel Section HSS11.25XO.375 Fy 35.00 ksi X-X Sidesway : _ Sway Allowed Duration Factor 1.330 Y-Y Sidesway : Sway Allowed Column Height .. 17.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X-X Unbmced 17.000 ft Kxx 2.100 Live & Short Term Loads Combined Y-Y Unbraced 17.000 ft Kyy 2.100 Loads Axial Load... Dead Load 10.29 k Ecc. for X-X Axis Moments 0.000 in Live Load 25.71 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y-Y (strong axis moments) 3.780 k 17.000 ft Along X-X (y moments ) k ft Column Design OK Section: HSS11.25XO.375, Height= 17.00ft, Axial Loads: DL= 10.29, LL= 25.71, ST= O.00k, Ecc.= 0.000in - UnbracedLengths: X-X= 17.O0ft, Y-Y= 17.00ft - Combined Stress Ratios Dead Live DL + LL DL + ST+ (LL if Chosen) AISC Formula HI - 1 0.1881 0.2634 0.1980 AISC Formula H1 - 2 0.1020 0.1429 0.1074 - AISC Formula H7 - 3 0.0753 XX Axis : Fa calc'd per Eq. E2.1, K+Llr < Cc YY Axis : Fa cale'd per Eq. E2.1 K"Llr < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 11.39 ksi 11.39 ksi 11.39 ksi 15.15 ksi fa : Actual 0.86 ksi 2.14 ksi 3.00 ksi 3.00 ksi - Fb:xx : Allow [F1-6] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi Fb:xx : Allow [F1-7] & [F1-8] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F1-6] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi Fb:yy :Allow [F1-7] & [F1-8] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Pax: DL+LL 12,070 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 Pay: DL+LL 12,070 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 ' Pax: DL+LL+ST 16,052 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 Pay: DL+LL+ST 16,052 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X-XAxis Deflection -0.000in_at-_0.000_ft-Max Y-Y_Axis DeflectiotL -O.000.in_at O.000St N71aN y . . ,�s �• A f David L. Hustad, P.E. Title: Job # PE #44996, SI#6986745 CA#9843 Dsgnr: Date: 3:29PM, 11 JUL 06 HUSTAD Structural Engineering, LLC Description 744 Via Toscana Wellington,FL 33414 Scope (561) 798-7750 ph (561) 798-7752 fx Rev: 580008 Uwl6-0605990,Ver 5. 01 eing Steel Column Page 2 Engine So (.gs, 003 ENERCAIC Engineering Sofnrare best Indus 263.ecw.Celwlation Description C-1 Section Properties HSS11.25X0.375 Diameter 11.250 in Weight 40.76 #/ft Values for LRFD Design.... Ixx 178.000 in4 J 355.000 in4 lyy 178.000 in4 Cw 63.20 in6 Thickness 0.349 in Sxx 31.600 in3 Zx 41.500 in3 Area 12.00 in2 Syy 31.600 in3 Zy 41.600 in3 Rxx 3.860 in 0.000 Ryy 3.860 in Section Type = HSS-Pipe '-w 14, I MI IIJ � So 011.3"s � I a f t David L. Hustad, P.E. PE #44996, SI#6986745 CA#9843 HUSTAD Structural Engineering, LLC 744 Via Toscana Wellington,FL 33414 (561) 798-7750 ph (561) 798-7752 fx Title: Dsgnr: Description Scope: Job # Date: 3:29PM, 11 JUL 06 User.KW-0605990,Ver5.8.0,1-Deu2003 Steel Column Base Plate f f6198&2003 ENERCALC Ennineennn Sonvrme best indus 263.ecw.Calwlalions Description SC-1 TOP General Information Code Ref: AISC 91h Ed ASD, 1997 UBC, 20031BC, 2003 NFPA 5000 Loads Steel Section HSS71.25x0.375 Section Length 11.250 in Axial Load 36.00 k Section Width 11.250 in X-X Axis Moment 0.00 k-ft Flange Thickness 0.375 in Web Thickness 0 375 in Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width 12.000 in 20.000 in 4.438& in 48.000 in 48.000 in 0•794% Allowable Stresses Concrete fc Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area 3,000.0 psi 36.00 ksi 1.000 2.000 in 2 5.500 k 0.442 in2 Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 150.0 psi • Allow per AC1318-95, A3.1 Full Bearing : No Bolt Tension = 0.3 • f'c' Sgrt(A2/At)' LDF 1.800.0 psi • Allow per AISC J9 2.100.0 psi - Plate Bending Stress Thickness OK Actual fb 24,200.0 psi • Max Allow Plate Fb 27,000.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k •� David L. Hustad, P.E. PE #44996, SI#6986745 CA#9843 HUSTAD Structural Engineering, LLC 744 Via Toscana Wellington,FL 33414 (561) 798-7750 ph (561) 798-7752 fx Title : Dsgnr: Description Scope: Job # Date: 3:29PM, 11 JUL 06 User. KW-0805990,Ver5.8.0, 1-Deb2003 Steel Column Base Plate (c)19a3-2003 ENERCALC Engineering Software best indus 263..E .Calculations Description _ SC"1 BOTT General Information Code Ref: AISC 9lh Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Steel Section HSS11.25x0.375 Section Length 11.250 in Axial Load 36.00 k Section Width 11.250 in X-X Axis Moment 65.00 k-ft Flange Thickness 0.375 in Web Thickness 0.375 in Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width 20.000 in 20.000 in 4A86 in /.LS ip1 48.000 in 48.000 in Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,358.2 psi • Allow per ACI318-95, A3.1 = 0.3 `Vc • Sgrt(A2/A1) • OF 2,394.0 psi • Allow per AISC J9 2,793.0 psi " Plate Bending Stress Thickness OK Actual Ib 34,905.0 psi - Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 14.936 k Allowable 15.000 k Allowable Stresses Concrete fc 3,000.0 psi Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Anchor Bolt Data Dist. from Plate Edge 2.000 in Bolt Count per Side 2 Tension Capacity 15.000 k Bolt Area 0.442 in2 Baseplate OK Partial Bearing : Bolts in Tension David L. Hustad, P.E. Title : Job # PE #44996, SI#6986745 CA#9843 Dsgnr: Date: 3:29PM, 11 JUL 06 HUSTAD Structural Engineering, LLC Description 744 Via Toscana Wellington,FL 33414 Scope (561) 798-7750 ph (561) 798-7752 fx Rev: 550002 - - llser. KW-0605990, Ver5.8.0, 1-Dec-2003 General FootingAnalysis & Design Pag (c)1983-2003 ENERCALCEngineering Software if 9 best Indus 263.ecw Calc Description F CHECK General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Short Term Increase 1.330 Width along X-X Axis 14.000 It Seismic Zone 0 Length along Y-Y Axis 14.000 It Footing Thickness 18.00 in Live &Shod Term Combined Col Dim. Along X-X Axis 12.00 in Pc 3,000.0 psi Col Dim. Along Y-Y Axis 12.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Overburden Weight 225.00 pal Min Steel % Reber Center To Edge Distance 0.0014 3.50 in Loads Applied Vertical Load... Dead Load k ...ecc along X-X Axis 0.000 in Live Load k ...ecc along Y-Y Axis 0.000 in Short Term Load -44.000 k Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Creates Rotation about Y-Y Axis (pressures @ left & dght) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft 65.000 k-it Creates Rotation about X-X Axis (pressures @ top & bot) k k 3.780 k Footing Design OK 14.00ft x 14.00ft Footing, 18.0in Thick, w/ Column Support 12.00 x 12.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 441.4 371.4 psf Max Mu 7.960 Allowable 2,500.0 3,325.0 psi Required Steel Area 0.389 ' X' Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 19.952 in Shear Stresses.... Vu Vn •Phi 1-Way 11.153 93.113 psi X-X Min. Stability Ratio 1.599 1.500 :1 2-Way 36.458 186.226 psi Y-Y Min. Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn . Phi Two -Way Shear 0.20 psi 35.78 psi 36.46 psi 186.23 psi One -Way Shears... Vu @ Left 0.10psi -8.70 psi -8.88 psi 93.11 psi Vu @ Right 0.10psi -8.70 psi -8.88 psi 93.11 psi Vu @ Top 0.10psi -6.24 psi -7.42 psi 93,11 psi Vu @ Bottom 0.1opsi -11.15 psi -10.34 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As ReD'd - Mu@Left -0.04k-ft -6.07k-ft -6.19k-ft 32.7psi -0.39in2 pe_rft Mu @ Right -0.04 k-ft -6.07 k-ft -6.19 k-ft 32.7 psi -0.39 in2 perit Mu @ Top -0.04 k-ft -4.19 k-ft -6.07 k-ft 26.8 psi -0.39 in2 per it Mu @ Bottom -0.04k-ft -7.96k-ft -7.31 k-ft 42.1 psi -0.39 in2 perft YN L W u NVE ' David L. Hustad, P.E. Title: PE #44996, SI#6986745 CA#9843 Dsgnr: HUSTAD Structural Engineering, LLC Description 744 Via Toscana Wellington,FL 33414 Scope (561) 798-7750 ph (561) 798-7752 fx - Rev: 580002 User. KW-0605990,Ver5.8.0,1-Deo-2003 General Footing Analysis & Design fc11983-2003 ENERCA C Eneineerino Software Job # Date: 3:29PM, 11 JUL 06 Page 2 best indus 263.ec ..Calwlabon: Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 441.35 441.35 441.35 441.35 pat DL + LL + ST 216.86 216.86 371.39 62.34 psi Factored Load Soil Pressures ACI Eq. C-1 617.89 617.89 617.89 617.89 lost ACI Eq. C-2 177.20 177.20 303.46 50.93 pat ACI Eq. C-3 105.38 105.38 180.47 30.29 lost ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 - ....seismic = ST' : 1.100 Used in ACI C-2 & C-3 $3aT G ,Y fis . is 2ldn David L. Hustad, P.E. Title: PE #44996, SI#6986745 CA#9843 Dsgnr: HUSTAD Structural Engineering, LLC Description 744 Via Toscana Wellington,FL 33414 Scope (561) 798-7750 ph (561) 798-7762 fx User.K-2003E ERCA GEn.i..o-2.S3 Concrete Rectangular & Tee Beam Design fe119e3-2 ENERCALC E0, i - efi 2 aoflware Job # Date: 3:29PM, 11 JUL O6 I General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Depth 12.000 in Fy 60,OOOpsi Width 12.000 in Concrete Wt. 145.Opcf Seismic Zone 0 _ End Fixity Fixed -Free Beam Weight Added Internally Live Load acts with Short Tenn Reinforcing _.... .. ... .......... Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 1 5 9.88in #1 in #1 in #3 in #3 1 5 4.25 in #3 in Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Beam Design OK Span = 10.00ft, Width= 12.00in Depth = 12.00in .. - " Maximum Moment: Mu -10.15 k-ft Maximum Deflection -0.0581 in Allowable Moment: Mn'phi 10.39 k-ft - Maximum Shear: Vu 1.90 k Max Reaction @ Left 1.45 k Allowable Shear: Vn'phi 8.66 k Max Reaction @ Right 0.00 k Shear Stirrups... Stirrup Area @ Section 0.226 in2 Region 0.000 1.667 3.333 5.000 6.667 8.333 10.000 It Max. Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd. in Max Vu 1.900 1.697 1.356 0.682 0.682 0.341 0.171 k Bending & Shear Force Summary Bending... Mn•Phi Mu, Eq. C-1 Mu, Eq. C-2 .... ....... Mu Eq. C-3 @ Center 13.35 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Left End 10.39 k-ft -10.15 k-ft -7.61 k-ft -6.52 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft - 0.00 k-ft Shear... Vn'Phi Vu, Eq. C- Vu, Eq. C-: , Vu, Eq. C4 @ Left End 8.66 k 1.90 k 1.43 k 1.22 k @ Right End 11.03 k 0.00 k 0.00 k 0.00 k Deflection DL + [Bm Wt] DL+LL+[Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 It 0.0000 in at 0.0000 It 0.0000 in at 0.0000 ft 0 Left 1.450 k 1.450 k 1.450 k (a) Right 0.000 k 0.000 k 0.000 k -0.0581 in at 10.0000ft -0.0581 in at 10.00OOft -0.0581 in at 10.00OOft David L. Hustad, P.E. Title: PE #44996, SI#6986745 CA#9843 Dsgnr: HUSTAD Structural Engineering, LLC Description 744 Via Toscana Wellington,FL 33414 Scope (561) 798-7750 ph (561) 798-7752 fx Job # Date: 3:29PM, 11 JUL 06 User.RZ65990,Ver5.8o,1-Deo-2003 Concrete Rectangular & Tee Beam DesignPage 2 (0)1983-2003 ENERCALC Engineerinq Softwam best indus 263.ew.Calmlations Description SLAB Section Analysis Evaluate Moment Capacity... Center Lek End Right End X : Neutral Axis 0.715 in 0.715 in 0.000 in a = beta' Xneutral 0.608 in 0.608 in 0.000 in Compression in Concrete 18.597 k 18.597 k 0.000 k Sum [Steel camp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -18.600 k -18.600 k 0.000 k Find Max As for Ductile Failure... X-Balanced 5.844 in 4.587 in 0.0000 in Xmax = Xbal' 0.75 4.383 in 3.440 in 0.000 in a -max = beta' Xbal 4.968 in 3.899 in 0.000 in Compression in Concrete 114.009 k 89.476 k 0.000 k Sum [Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 114.009 k 89.476 k 0.000 k AS Max = Tot Force / Fy 1.900 in2 1.491 in2 0.000 in2 Actual Tension As 0.310 OK 0.310 OK 0.000 OK Additional Deflection Calcs _ Neutral Axis 1.955 in Mcr 9.86 k-ft [gross 1,728.00 [n4 Ms:Max DL+ LL 7.25 k-ft Icracked 210.51 in4 R1 = (Ms:DL+LL)/Mcr 1.360 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 7.25 k-ft Fr = 7.6 * f&.5 4%792 psi R2 = (Ms:DL+LL+ST)/Mcr 1.360 Z:Cracking 168.944 kfin I:eff... Ms(DL+LL) 1,728.000 in4 Z:cracking > 145 : Interior Only ! I:eff... Ms(DL+LL+ST) 1,728.000 in4 Eff. Flange Width 12.00 in ACI Factors (per ACI 318-02, applied internally to entered loads) N ACI C-1 & C-2 DL 1.400 AGI G-2 Group Factor 0.750 Add" I "1.4' ractor for belsmlc 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 Mail 10m AN' 41. a Code Compliance Division 2300 Virginia Avenue Ft. Pierce, FL 34982 Phone: (772) 462-1553 Fax: V72) 462-2522 hftp://Stiucieco.gov/ce PROPERTY INFORMATION Address: 2799 U S 1 HWY Unit # : City / State / Zip: FPR Parcel # : 1428-501-0022-000/5 Zoning: CG APPLICATION INFORMATION Permit Number: 0607-0314 Activity Type: Other Permit Type: Commercial Renovation CONTRACTOR INFORMATION Contractor Name: WILD OTTO G Business Name: BEST INDUSTRIES INC Business Addr. 7485 COMMERCIAL CIR City/State/Zip: FORT PIERCE, FL 34951 REVIEWS AND COMMENTS Review Tv pe Status Documents Missing Complete Front Counter Review Complete Fire Department Review Pending Notified for Pickup Pending Review Comments FL 34946 Jurisdiction: St. Lucie County Lot # : 1 Block: Page 1 Owner(s): Super Stop Petroleum Inc SCANNED BY St. Lucie Gou ty Application Type: Building Permit w/o subs Other Activity: CANOPY Stories: 1 Automatic Sprinkler System? ❑ Fax Number 772460-8311 Reviewed By Date Started Date Complete Date Released Lydia Galbraith 08/09/2006 Stephanie Bush 07/17/2006 07/17/2006 CUES " Plans Examiner Review Incomplete LEE In- Fy- " 08/14/2006 1 Comment NEED LOCATION OF ELECTRICAL SEAL OFFS L555 08/14/2006 2 Comment FAXED AND MAILED TO CONTRACTOR ALSO MAILED TO OWNER ON 8/14/06 Supervisor Review Complete Diane Flanigen 08/09/2006 08/09/2006 • TRANSMISSION VERIFICATION REPORT TIME : 08/15/2006 07:47 NAME : FAX : 4622885 TEL SER.0 BROM5J411427 DATEJIME 08/15 07:47 FAX NO./NAME 94608311 DURATION 00:00:21 PAGE(S) 01 RESULT OK MODE STANDARD ECM K ,� s �. � -,R Yt-" y