API 650 Storage Tank Design

Specification SheetSTORAGE TANK SPECIFICATIONSheet1of1(English Units)Project No.1952.0001Service :CRUDE OIL StorageEquipment No. :T-400 & T-405ConeYesFlat2Location :Unit :KirwinDesign Engineer :DomeNoSloped3Manufacturer :Model :Mfr Ref. No. :No. Req'd :TwoFloatingCone4P&ID No.PID115-EPF-01-112A1Plot Plan No. :Other Ref. Dwg No. :5678910111213100.00Ft141548.00Ft161718192021222324Shell Diameter :100.00FeetShell Height :48.00FeetNominal Volume :67,145BarrelsFlatGallons25Roof Type :ConeBottom Floor Type:SlopedSlopedBarrels26OPERATING/DESIGN DATANOZZLES/CONNECTIONSCone27Fluid Stored :CRUDE OILSp. Gr. :0.7900MarkServiceQtySizeRatingFace125#R. F.28This Tank Service is considered:CyclicARoof Manway224"150#F. F.Cyclic150#F. F.29Vapor Pressure @ Max. Operating Temperature5.5psiaEShell Manway224"125#R. F.LethalL. J.30Flash Point (Closed Cup) :FOperatingDesignFFlush Cleanout MW148"x48"125#R. F.OtherAPI31Negative Pressureoz/in.20.000.50GStilling Vent16"125#F. F.in. WC32Positive Pressurepsig1.002.00HTemperature Indicator11"150#L. J.oz/in.233(Hydro)test Pressure expressed in Psig----IOutlet Nozzle18"150#APIpsig34Minimum Fluid TemperatureF-25JFill Nozzle110"150#L. J.35Maximum Fluid TemperatureF200KMixer Manway130"150#F. F.36Emergency Vacuum Design ?YesSet @0.0.3oz/in.2LWater Draw Nozzle14"150#R. F.37METALLURGYMTop Center Vent18"150#API38ComponentMaterialCA, in.RemarksN1Sample Tap13/4"150#R. F.39Shell & Bottom573700.1250NormalizedN2Sample Tap13/4"150#F. F.40Roof516 Grade 550.1250NormalizedPRoof Nozzle14"150#L. J.41Lining/CoatingDSpare12"150#APIHeater131 Grades A-B-CS0.0312542150#APICooler131 Grade EH-360.0625043Stress Relieve ?Yesfor:150#APIMixer, Agitator283 Grade C0.0937544CONSTRUCTION/FABRICATIONBaffles285 Grade C0.1250045Code (as appl.):API 650 LATEST EDITIONInternals (attach separate sheet, as req'd):Others:Roof SupportA3646Design Specifications:SumpOthers:442 Grade 5547Tank Insulation ?NoThickness :in.Seismic Zone3Design Wind Velocity100mphHot442 Grade 6048Insulation Type:HotRadiograph85%Inspection Req'd ?YesCold516 Grade 5549Fireproofing ?YesPaint Spec.EmptyTank WeightlbFull of WaterlbPers. Protect.516 Grade 6050RemarksAnti-Sweat516 Grade 65511. Items marked with an asterisk (*) to be completed by Vendor/Fabricator.516 Grade 70522. Fixed cone roof with internal floating roof.5371Approvals5372RevDateDescriptionByChk.Appr.RevDateDescriptionByChk.Appr.573580For Inquiry5736557370633C - D662B662C678A678B737B

604530Rev. No.48" X 48"FLUSH CLEANOUTFAMPGKDELEHN2N1JI8'-0" S-SMin.4'-0" ODAL2L1CH1H2BComment: Indicate special conditions and operations during startups, shutdowns, regenerations, vibrations, etc. which may affect mechanical design inputComment: Is a vacuum relief required for certain emergency scenarios? If so, give the set relief pressure.Comment:Indicate any Client or specifically indicated tank design specifications that must be considered in the fabrication.Note: This information must be filled in by the Tank Fabricator or VendorNote: This information must be filled in by the Tank Fabricator or VendorNote: This information must be filled in by the Tank Fabricator or VendorNote: This information must be filled in by the Tank Fabricator or VendorNote: This information must be filled in by the Tank Fabricator or Vendor

Steel DesignAPI 650 Design CalculationsD = Normal tank diameter , in feet100.00H = depth of tank , in feet48.00Shell Design :FROM ( BOTTOM COURSE) PLATE TO (TOP COURSE) PLATEtd = 2.6(D)(H -1)(G)/Sd=0.527in. Wall ThicknessMiniumum shell thickness, in inches, td = td / tt = 2.6(D)(H-1)/(St)td =0.553in. (Includes Corrosion Allowance)G = design Specific gravity of liquid1Sd = allowable Stress for Design condition23,200E = joint efficiency0.85%St = allowable stress 516-60 Hydro Test24,900CA = Corrosion Allowance0.0625For First Course (Bottom) 516-60 Plate0.589td = 2.6(D)(H -1)(G)/Sd =0.574td =td / tt = 2.6(D)(H-1)/(St) =td = Miniumum shell thickness, in inches =0.572D = Normal tank diameter , in feet =100.00H = depth of tank , in feet =48.00G = design Specific gravity of liquid =1Sd = allowable Stress for Design condition21,300E = joint efficiency0.85%St = allowable stress516-60 Hydro Test24,000CA = Corrosion Allowance0.0625For Second Course 516-60 Plate0.5000td = 2.6(D)(H -1)(G)/Sd=0.330td =td / tt = 2.6(D)(H-1)/(St)td = Miniumum shell thickness, in inches0.355D = Normal tank diameter , in feet100.00H = depth of tank , in feet28G = design Specific gravity of liquid1Sd = allowable Stress for Design condition21,300E = joint efficiency0.85%St = allowable stress 516-60 Hydro Test24,000CA = Corrosion Allowance0.0625For Third Course 516-60 Plate0.3750API 650 Design CalculationsShell Design :td = 2.6(D)(H -1)(G)/Sd=0.196td =td / tt = 2.6(D)(H-1)/(St) =td = Miniumum shell thickness =0.2365inchesD = Normal tank diameter , in feet94.5H = depth of tank , in feet18G = design Specific gravity of liquid1Sd = allowable Stress for Design condition21,300E = joint efficiency0.85%St = allowable stress 516-60 Hydro Test24,000CA = Corrosion Allowance0.0625For Fourth Course 516-60 Plate0.2500td = 2.6(D)(H -1)(G)/Sd=0.081td =td / tt = 2.6(D)(H-1)/(St)td = Miniumum shell thickness, in inches0.1342D = Normal tank diameter , in feet94.5H = depth of tank , in feet8G = design Specific gravity of liquid1Sd = allowable Stress for Design condition21,300E = joint efficiency0.85%St = allowable stress 516-60 Hydro Test24,000CA = Corrosion Allowance0.0625For Fifth Course 516-60 Plate0.2500Annular Bottom Plate Thickness0.3750D = Diameter in Feet100.00H = Height in Feet48.00V = Volume in Cubic FeetTank Shell surface =p*D*H =15,080Ft2 of Shell surface areaTank Roof surface =p*D2/4 =7,854Ft2 of Roof Area (estimated)Tank Floor surface =p*D2/4 =7,854Ft2 of Bottom Floor area

&LArt Montemayor &CAPI 650 Storage Tank&RMarch 12, 2002Rev: 0&CPage &P of &N&RFileName: &FWorkSheet: &A

Foundation Design - 1FOUNDATION DESIGN:Per API 650 (Appendix E)Tank is unanchored, use equations pertaining to unanchored tanks,for seismic loading.DATA GIVEN:Seismic Zone;3Zone CoefficientZ =0.3Importance FactorI =1.0Diameter of TankD =94.5Height of Liquid Content (Design)H =44.5Shell HeightHs =48Design Specific GravityG =0.79Thickness of Bottom PL Under Shelltb =0.3750Yeild Strength of Bottom PLFby =36,000PSIWeight of ShellWs =221KipsWeight of Roof + Live Load = 107.4 + 210.4Wy =317.8KipsWeight of ProductPI()/4(94.5)2 (44.5)(.79)(62.4)Wt =15,386KipsCALCULATIONS:Seismic Coefficients:Xs =19.685FtC1 =0.60D/H =2.12Per Fig. E-2W1 / Wt =0.535W1 =8,231W2 / Wt =0.45W2 =6,924Per Fig. E-3X1 /H =0.375X1 =16.7X2 /H =0.59X2 =26.3Per Fig. E-4K = 0.6Lateral Force Coefficients:E-3.3T =K (D 0.5 ) =.6 *(94.5 0.5) =5.83SecondsIf Greater Than 4.5 seconds3.375 (s/T2) = 3.375*1.5/5.832 =0.149SecondsFOUNDATION DESIGN:Seismic Loads:M = (Z)(I) { (C1)(Ws)(Xs)+(C1)(Wr)(Ht)+(C1)(W)(X)+(C2)(W2)(X2)}(0.3)*(1.0)[ 0.6(221)(19.685)+ 0.6(317.8)(48.0)+ 0.6(8232)(16.7)+ 0.149(6924)(26.3)]0.326109155824852713336415Ft-KipsV = (Z)(I) {(C1)(Ws)+(C1)(Wr)(Ht)+(C1)(W)(X)+(C2)(W2)(X2)}(0.3)*(1.0)[ 0.6(221)+ 0.6(317.8)+ 0.6(8232)+ 0.149(6924)]0.3132.6190.684939.21031.6761888kipsReistance to Overturning:( E.4.1) API 650WL = 7.9tb Fby G H(G18)*(G16)*(G14)/(G13)2 )3,333# / ft12655801125Constant =7.93,333# / ftNot to exceed 1.25*GHD4153# / ftUSE4153# / ftShell Compression: Per E-5M =36415ft-kipsWt + WL = 583.8 / (PI()*94.5) + 4.1536KipsM / D2 (Wt + WL)(G76)/(G13)2(6.12)36415546530.666> 0.785b = 1.815+1.273*36415/94.5^2b =7.0Max. Longitudinal Compressive Force7.0UnAnchored Longitudinal Compressive Stress7000 / 61167Allowable Longitudinal Compressive StressGHD2/t21.255 * 106 =Fa=106 (t) / D =5.29KipsAnchorage Not Required

&LArt Montemayor&CAPI 650 Storage Tank&RMarch 12, 2002Rev: 0&CPage &P of &N&RFileName: &FWorkSheet: &A

Foundation Design - 2FOUNDATION DESIGN:Max. Overturning Moment Due To Seismic Loads.36,415KipsCompression or Tension Due To Moment:5.19kpfSeismic Base Shear:0.27kipsRINGWALL DESIGN:Use Following Weight Values for MaterialsWt. of Steel490lb/ft3Wt. Of Compacted Soil110 lb/ft3Wt. Of Concrete Wall150 lb/ft3Wt. Of Product in Tank50 lb/ft3Horizontal Pressure on Ring Wall:F=Kah(g*p*H+1/2 soh)+2700.3*6.0[(50*44.5+0.5*110*6.0)]+2704,869kipsHoop Tension:1/2FD= 1/2(4869)(94.5)230kipsAs= 231/24.010in.USE - 6 # 9 Bars Ea. FaceUSE - # 4 Bars at 12" on CenterMinimum RingWall Thickness:T = 2W / g *p*h - 2h ( gc - gso)W = 1100(2)(1100)/50(44.5)-2(6.0)(150-110)1.26Use 16" Thick Concrete WallConcrete Tensile Stress:fct = c(Es)(As)+T / Ac + n (As).0003(29*106)(10)+231000/(16*72)+(9*10)3180001242256psi.15(3000)450psiOKSoil Bearing:Try 3'- 6" FootingWeight. of Wall = 1.33*5.0*.1501.0kipsWeight of Footing = 3.5*1.0*.1500.525kipsWeight of Fill = 2.17*4.0*.1100.95kips2.48kipsCase 1Load from Shell + Roof + Live Load =1.1kipsWeight of Wall +Footing + Fill =2.48kipsBearing Pressure =3.58/3.501.0kipsCase 2Dead + Live Load + Earthquake Load =P = 3.58 + 5.19 =8.77kipsH =0.270kipsMoment at Base of Footing =.270(6.0)1.62kipsBearing Pressure Under Footing =8.77/3.5*12.51kips2.51+.793.30kipsAllowable Pressure = 3.0*1.333.99OKUSE -4 # 9 Bars in FootingUSE - # 4 Bars at 12" Horizontal

&LArt Montemayor&CAPI 650 Storage Tank&RMarch 12, 2002Rev: 0&CPage &P of &N&RFileName: &FWorkSheet: &A12"48"12"Top of Ground Elevation16"

Foundation Design - 3DETAILED FOUNDATION DESIGN:NOTES:1. Oiled sand to be mixture of sand and liquid asphalt (mc70):2. Use 10 gallons of asphalt per cubic yard of sand:3. Top of concrete to be smooth and level with 1/8" +/- in any 30 feet of circumferential length:4. Maximum Deiation to be less than 1/4" overall:

&LArt Montemayor&CAPI 650 Storage Tank&RMarch 12, 2002Rev: 0&CPage &P of &N&RFileName: &FWorkSheet: &A3' - 6"(4) # 9 Bars Eq. SpacedCenter Line of Tank47" - 3"Slope 1" per ft.10" Pad of SandWell-Compacted Gravel95% Compacted50 / 100 % Passing # 4 Sieve95 % Compacted Subgrade or fill Material10"6 # 9 Bars Each Face Eq. Spaced4'-0"12"12"1'-4" Wall# 4 Bars 12" O/C Each Face