Sheet130 m3 Tank

REVERSE EMULSION BREAKER

SCALE INHIBITOR

Shell2Plate Thickness Calculation Length of Tank (Inner Dimension)L=3166.00mmWidth of Tank (Inner Dimension)B=2948.00mmHeight of Tank (Inner Dimension)H=3761.00mmTank VolumeV=35.103m3Specific Gravity of LiquidG=1.2Additional Pressure to the Full LiquidP=0.007N/mm2Additional Liquid Column On Top of Tankhliquid=0.00mmPoint Load on RoofProof=1.50E-02N/mm2Hydrostatic PressurePhyd=0.051N/mm2Explosion Overpressure=0.000N/mm2

Outer Shell PlateNumber of Intermediate Vertical Stiffener Along L=3Number of Intermediate Vertical Stiffener Along B=3Number of Intermediate Horizontal Stiffeners Along H=3Number of Intermediate Stiffener on Tank Top Transverse to L=2Number of Intermediate Stiffener on Tank Top Transverse to B=2Number of Intermediate Stiffener on Tank Bottom Transverse to L=3Number of Intermediate Stiffener on Tank Bottom Transverse to B=3Number of Horizontal Beams (Inter&Edge) Across L=5

Material SpecificationMaterial for Shell Plate=A240 Gr 316LSpecified Ultimate Tensile Strength=485MPaFactor of Safety for Shell Plate=3Allowable Stress for PlateSa=161.667MPaModulus of Elasticity for PlateE=190000MPaMaterial for Stiffener=A240 Gr 316LSpecified Yield Strength for Stiffener=170MPaAllowable Bending Stress Factor for Stiffener=0.66Allowable Bending Stress for StiffenerSb=112.2MPaModulus of Elasticity for StiffenerE=190000MPaCorrosion AllowanceCa=0mm

Tank Top Plate Thicknesstt=8mmSide-Shell Plate Plate Thicknessts=8mmBottom Plate Thicknesstb=8mm

Roof-Plate Stiffeners SpacingMaximum Distance between Stiffeners transverse along Ll=1055.33mmMaximum Distance between Stiffeners transverse along Bb=982.67mm

Side-Plate Stiffeners SpacingMaximum Distance between Vertical Stiffeners transverse along Ll=791.50mm791.5Maximum Distance between Vertical Stiffeners transverse along Bb=737.00mmMaximum Distance between Horizontal StiffenershB=1391.57mm

Bottom-Plate Stiffener SpacingMaximum Distance between Stiffener transverse along Ll=791.500mmMaximum Distance between Stiffener transverse along Bb=737.000mmRoof-Plate (Rectangular Plate - All Edges Fixed - Uniform Pressure Loading Over Entire Plate)Roarke's Stress & Strain - Table 26 - Case # 8aa/b1210.30780.13860.0138Allowable Stress For Plate=161.667N/mm21.20.38340.17940.0188Allowable Plate Deflection=3.28mm1.40.43560.20940.02261/300 th of the shortest span ("a" or "b")1.60.46800.22860.02511.80.48720.24060.026720.49740.24720.0277> 20.50000.25000.0284

Point Load on RoofProof=1.50E-02N/mm2Self-Weight of RoofPrsw=6.31E-04N/mm2Dimension "a" (max of "l" or "b")a=1055.33mmDimension "b" b=982.67mmFactor a/ba/b=1.07391=0.33582=0.1537=0.0156

Max Stress at Center of Platemax1=(2qb2)/t2=36.246N/mm2OKMax Stress at center of Long Edgemax2=(-1qb2)/t2=-79.185N/mm2OKMax Plate deflection at Center of Plateymax=(qb4)/Et3=2.34mmOK

Roof-Plate (Rectangular Plate - All Edges Fixed - Uniform Force Over Small Concentric Circle of Radius r0)Roarke's Stress & Strain - Table 26 - Case # 8ba/b121-0.23800.75420.0611Allowable Stress For Plate=161.667N/mm21.2-0.07800.89400.0706Allowable Plate Deflection=3.2756mm1.40.01100.96240.07541/300 th of the shortest span ("a" or "b")1.60.05300.99060.07771.80.06801.00000.078620.06701.00400.0788> 20.06701.00800.0791

Live LoadW=1500kg/m2Small Area Diameterdo=50mmPoint LoadW=28.88NDimension "a" (max of "l" or "b")a=1055.33mmDimension "b" b=982.67mmFactor a/ba/b=1.07391=-0.178820.8059=0.0646

Max Stress at Center of Plateb1=[(3W)/(2t2)]+[(1+)ln(2b/ro)+1)]=0.669N/mm2OKMax Stress at Center of Long Edgeb2=(-2W)/t2=-0.364N/mm2OKMax Plate deflection at Center of Plateymax=(Wb2)/Et3=0.02mmOK

Long Side Shell-Plate (Rectangular Plate - All Edges Fixed - Uniform Pressure Loading Over Entire Plate)Roarke's Stress & Strain - Table 26 - Case # 8aa/b1210.30780.13860.0138Allowable Stress For Plate=161.667N/mm21.20.38340.17940.01881.40.43560.20940.02261.60.46800.22860.02511.80.48720.24060.026720.49740.24720.0277> 20.50000.25000.0284 Bottom2nd3rdTop CourseTank Shell Course (Divided By Horizontal Stiffeners)Distance (Depth) of Stiffeners from Tank Tophx=NA3761.003121.632331.821391.57mmHydrostatic Pressure Up to The Respective Deptq=NA0.05130.04370.03440.0234N/mm2Dimension "a" (Long Side Plate - Space Between Vertical Stiffeners)a=NA791.50791.50791.50791.50mmDimension "b" (Long Side Plate - Space Between Horizontal Stiffeners)b=NA639.37789.81940.251391.57mmFactor a/ba/b=NA1.23791.00210.84180.56881=NA0.39330.30860.30780.30782=NA0.18510.13900.13860.1386=NA0.01950.01390.01380.0138Max Stress at Center of PlateOKmax1=(2qb2)/t2 =NA60.60359.27146.72731.715N/mm2Max Stress at Center of Long EdgeOKmax2=(-1qb2)/t2 =NA-128.777-131.558-103.771-70.432N/mm2Max Plate deflection at Center of PlateOKymax=(qb4)/Et3 =NA1.722.421.921.30mmMax Allowable Deflection at Center of Plate1/300 th of SpanNA2.132.632.642.64mmShort Side Shell-Plate (Rectangular Plate - All Edges Fixed - Uniform Pressure Loading Over Entire Plate)Roarke's Stress & Strain - Table 26 - Case # 8aa/b1210.30780.13860.0138Allowable Stress For Plate=161.667N/mm21.20.38340.17940.01881.40.43560.20940.02261.60.46800.22860.02511.80.48720.24060.026720.49740.24720.0277> 20.50000.25000.0284 Bottom2nd3rdTop CourseTank Shell Course (Divided By Horizontal Stiffeners)Distance (Depth) of Stiffeners from Tankhx=NA3761.003121.632331.821391.57mmHydrostatic Pressure Up to The Respective Deptq=NA0.05130.04370.03440.0234N/mm2Dimension "a" (Short Side Plate - Space Between Vertical Stiffeners)a=NA737.00737.00737.00737.00mm737.000Dimension "b" (Short Side Plate - Space Between Horizontal Stiffeners)b=NA639.37789.81940.251391.57mm1391.570Factor a/ba/b=NA1.15270.93310.78380.52960.529621=NA0.36550.30780.30780.30780.307802=NA0.16980.13860.13860.13860.13860=NA0.01760.01380.01380.01380.01380Max Stress at Center of PlateOKmax1=(2qb2)/t2 =NA55.580451.447440.513927.4978N/mm2OKMax Stress at center of Long EdgeOKmax2=(-1qb2)/t2 =NA-119.6801-114.2532-89.9724-61.0666N/mm2OKMax Plate deflection at Center of PlateOKymax=(qb4)/Et3 =NA1.551.831.440.98mmOKMax Allowable Deflection at Center of Plate1/300 th of SpanNA2.132.462.462.46mmBottom-Plate (Rectangular Plate - All Edges Fixed - Uniform Pressure Loading Over Entire Plate)Roarke's Stress & Strain - Table 26 - Case # 8aa/b1210.30780.13860.0138Allowable Stress For Plate=161.667N/mm21.20.38340.17940.0188Allowable Plate Deflection=2.46mm1.40.43560.20940.02261/300 th of the shortest span ("a" or "b")1.60.46800.22860.02511.80.48720.24060.026720.49740.24720.0277> 20.50000.25000.0284

Dimension "a" (max of "l" or "b")a=791.50mmDimension "b" b=737.00mmFactor a/ba/b=1.07391=0.33582=0.1537=0.0156Max Stress at Center of PlateOKmax1=(2qb2)/t2=66.861N/mm2Max Stress at center of Long EdgeOKmax2=(-1qb2)/t2=-146.070N/mm2Max Plate deflection at Center of PlateOKymax=(qb4)/Et3=2.43mm

abzxPressure Increase With Depth

Top StiffennerA) Top Cover Stiffener CalculationTop View at 2948x3166mmAssumptiona) This is an elastic grillageb)method of solution will be the Intersection Reactionc) At the point of attachment, the intersection of the two (2) beams, there is a reaction R, which will actupwards on one beam and dowwards on the othere)Since the beams are attached together, the deflection af the beams must be the same.f)Unit weight used is inclusive of selfweight plus the imposed load.

2948Cover Plate Thk =8mm

3166We consider the grillage problem within the rectangle ACGI in a conservative and simplified manner.Total Weight of the Cover Plate within the defined boundary (Approx)=589.12218816kgFactor of Safety=1.3

StiffennerFB SS316100x10Length, L1 (Stiffeners On Tank Top Transverse to L)L1=3.17mNumber of Length=2Unit Weight per metre run (Total weight is assumed to be evenly distributed alongW1=70.4916kg/mall the supporting members + Member unit wt, L1)Moment of InertiaI1=83.3333cm4Cross Section AreaA1=10cm2Distance to Neutral Axisy1=50mmModulus of ElasticityE1=190000MPaYield StrengthSy=170MPaAllowable Bending StressSby= 0.66SySby=112.2MPa

StiffenerFB SS316100x10Length, L2 (Stiffeners On Tank Top Transverse to B)L2=2.95mNumber of Length=2Unit Weight per metre run (Total weight is assumed to be evenly distributed alongW2=70.4916kg/mall the supporting members + Member unit wt, L2)Moment of InertiaI2=83.3333cm4127Cross Section AreaA2=10cm212.7Distance to Neutral Axisy2=50mm67.3Modulus of ElasticityE2=190000MPaYield StrengthSy=170MPaAllowable Bending StressSby= 0.66SySby=112.2MPa

Stiffener-1Reaction RL1=0.625[(W1L14/I1) - (W2L24/I2)]R1=187.905NL13/I1 + L23/I2

Reaction RL2 =5P/(8+27)R2=367.256Nwhere the Stiffness Ratio = (I1L23)/(L13I2)

= Fraction of Length at which the position of Deflection is to be found.= Fraction of Length at which the position of Load or Reaction is applied.If > , = (2-3+2+2)-3If < , = (2-3+2+2)-3

Distance of Load or Reaction from 0 W=1583mm=0.5000R2=1055.3333333333mm=0.3333R1=1583mm=0.5000R3=2110.6666666667mm=0.6667

DeflectionR2x=(PL13)/(6E1I1) R2x=7.79mmR1x=(PL13)/(6E1I1) R1x=9.14mmR3x=(PL13)/(6E1I1) R3x=7.79mm

MomentMp= PL1 (1-)2 = Mp=866174.11N-mmMR2= -R2L1 (1-)2MR2=-172256.90N-mmMR1= -R1L1 (1-)2MR1=-145341.76N-mmMR3= -R3L1 (1-)2MR2=-86128.45N-mmEnd Moment1= Mp - MR2 - MR1 - MR3Mend1=1269901.21N-mmBending Stress for Stiffener 11=76.194N/mm2OKCross Stiffener (KOE)End ReactionRKOE = 0.5(W1L1) + 0.5RL1RKOE =1000.39N

Bending MomentMKOE= y[0.5(W1L1) - 0.5W] - 0.5W1y2MKOE=717447.28N-mmBending Stress for Stiffener (KOE)KOE=43.05N/mm2OK

Cross Stiffener (BOH)End ReactionRBOH = 0.5(W2L2) + 0.5RL2RBOH=835.364N

Bending MomentMBOH= y[0.5(W2L2) - 0.5W] - 0.5W2y2MBOH=480329.19N-mmBending Stress for Stiffener (BOH)BOH=28.820N/mm2OK

Tank Top Cover Stiffener SelectedFB 100 x 10 (SS316L)

A) Vertical Stiffener For Side Wall Calculation

Required Sectional Modulus for Vertical Stiffener

Selected Horizontal Stiffener FB150x15Available Second Moment of AreaI=421.8750cm4Available Sectional ModulusZ=56.2500cm3OK

Specific Gravity of MediumG=1.2Maximum Tank DepthH=148.071in3761.000mmMaximum Distance Between Horizontal StiffenerH1=54.786in1391.570mmMaximum Distance Between Vertical Stiffenerl=31.161in791.500mmMaximum Allowable StressS=16273.264psi112.200MPa

Required Sect Modulus Z = (0.0642 x 0.036 GHH13l)/SZ=2.360in338.679cm3

Shell Wall Vertical Stiffener SelectedFB 150 x 15 (SS316L)

C) Vertical Stiffener For Intermediate Shell Wall Calculation

Required Sectional Modulus for Vertical Stiffener

Specific Gravity of MediumG=1.2Maximum Tank DepthH=148.071inMaximum Distance Between Horizintal StiffenerH1=54.786inMaximum Distance Between Vertical Stiffenerl=ERROR:#REF!inMaximum Allowable StressS=16273.264psi

Z = (0.0642 x 0.036 GHH12l)/SZ=ERROR:#REF!in3=ERROR:#REF!cm3

Intermediate Shell Wall Vertical Stiffener SelectedFB (SS316L) 75 x 10

B)Thin Plate Strength Top View at 600x2100mmROARK's Formulas for Stress & Strain, Table 26, Case No. 8a - Rectangular Plate with All Edges Fixed subject to Uniform Pressure on the Top Plate

a/b1.01.21.41.61.82.010.30780.38340.43560.4680.48720.49740.520.13860.17940.20940.22860.24060.24720.250.01380.01880.02260.02510.02670.02770.0284Dimension a=2100mmDimension b=600mmParametera/b=3.501=0.50002=0.2500=0.0284

Imposed Pressure (Include weight of materials within the boundary)q=0.0093N/mm2Thickness of Side Platet=8.00mmModulus of ElasticityE=195000.00N/mm2Joint Efficientcye=0.85Allowable StressSa=137.00N/mm2

Centre of Long EdgeBending StressMax b= (-1qb2)/et2Max b=-30.82N/mm2OKCentre of PlateBending Stress b= (2qb2)/et2Max b=15.41N/mm2OK

Plate DeflectionMax y= (-qb4)/Et3Max y=-0.343mmA) Gusset Plate for Tank Top

Material=A240 Gr 316LSpecified Yield Strength=170MPaPlate Thicknesst=6mmLength to resist shearLs=100mmWeight=50kgFillet weld sizew=3mmSides of Fillet weld=2Allowable Shear StressSa=68N/mm2

Shear StressS=0.817N/mm3OK

CentreACKEIGCACGIR5WR4R4R5R1L1L2yxZXbaDFJLBHONMR4R4R2R1R3Wx0

Hor StiffenerUnder Hydrostatic Pressure With Horizontal StiffeningTop ViewBLH1sideviewHwH2

l

Spacing of Stiffenings havingOne StiffenerH1=54.79inch1391.57mm1391.57One StiffenerH2=37.02inch940.25mm940.25Two StiffenersH3=31.09inch789.81mm789.81Three StiffenersH4=25.17inch639.37mm639.37Four StiffenersH5=NAinchNAmmNA

Distance of Stiffener from Tank Toph1=54.79inch1391.57mmh2=91.80inch2331.82mmh3=122.90inch3121.63mmh4=148.07inch3761.00mmh5=NAinchNAmm

Hydrostatic Load

wx = 0.5(0.036Ghx2)w1=6.483E+01lb/in1.136E+01N/mm2.375w2=1.820E+02lb/in3.188E+01N/mm3.980w3=3.262E+02lb/in5.714E+01N/mm5.328w4=4.736E+02lb/in8.294E+01N/mm6.419w5=NAlb/inNAN/mmNA

Reaction Load on Each Stiffener

If without intermediate horizontal stiffener,R0=2.841E+01lb/in4.977E+00N/mmR0 = 0.3w1 and R1 = 0.8w1R1=6.483E+01lb/in1.136E+01N/mmIf only one intermediate horizontal stiffener,R2=1.820E+02lb/in3.188E+01N/mmR0 = 0.06w2 , R1 = 0.3w2 ,R2 = 0.8w2R3=3.262E+02lb/in5.714E+01N/mmElse, Rx = 0.8wxR4=3.789E+02lb/in6.636E+01N/mmR5=NAlb/inNAN/mm

Max Moment on Each Horizontal StiffenerM0=3.504E+05lb-in6.137E+04N-mmM1=7.995E+05lb-in1.400E+05N-mmM2=2.245E+06lb-in3.932E+05N-mmM3=4.023E+06lb-in7.047E+05N-mmM4=4.672E+06lb-in8.183E+05N-mmM5=NAlb-inNAN-mm

Minimum Required Moment of Inertia for Each Horizontal StiffenerSelected Horizontal Stiffener FB75x10Second Moment of AreaI=35.1563cm4OK35.1563Sectional ModulusZ=9.3750cm39.3750

Imin = (R L4)/(192 E ta)Top EdgeImin-0=1.608E-02in46.692E-01cm42.051E+00Imin-1=3.668E-02in41.527E+00cm44.680E+00Imin-2=1.030E-01in44.287E+00cm41.314E+01Imin-3=1.846E-01in47.684E+00cm42.355E+01Bottom EdgeImin-4=2.144E-01in48.923E+00cm42.735E+01Imin-5=NAin4NAcm4NA

Top & Bottom Edge Stiffener SelectedFB 75 x 10 (SS316L)Intermediate Wall Horizontal Stiffener SelectedFB (SS316L) 50 x 6Required Tank Shell Plate Thicknesst = 0.3H SQRT(0.036GH/S)t1=0.163inch4.152mmt2=0.355inch9.005mmt3=0.549inch13.948mmt4=0.726inch18.446mmt5=ERROR:#VALUE!inchERROR:#VALUE!mm

R1R2R1R3R2

Bottom SupportCollapse Load of Bottom Support Beam0.20.02H10.40.05B3a1.13000ERROR:#N/A0.60.1B4aFALSEERROR:#N/A0.80.15B6a14ERROR:#N/A10.21B6aERROR:#N/AERROR:#N/A1.20.28B7a15ERROR:#N/ATop ViewB1.40.36B9a2.83.0003ERROR:#N/A0.000ERROR:#N/A1.60.45B10a1.131.271.27ERROR:#N/AERROR:#N/AERROR:#N/A1.80.55B12a20.65B13aERROR:#N/AERROR:#N/A2.20.76B15aERROR:#N/AERROR:#N/A2.40.88B16aERROR:#N/AERROR:#N/AL2.61ERROR:#N/AERROR:#N/A2.81.13ERROR:#N/A0.000ERROR:#N/AERROR:#N/A0.000ERROR:#N/A31.27ERROR:#N/AERROR:#N/AERROR:#N/AERROR:#N/AERROR:#N/AERROR:#N/A3.21.413.41.57side3.61.73viewH3.81.88w42.05

lBLength of TankFrontL=3166mmWidth of TankSideB=2948mmHeight of TankH=3761mmSafety Factor=3Approximate of Weight of Tank + MediumF=1053083.91144N236745.205lbImposed Load per unit length of Beam (UDL1)=34.4482797331N/mm196.707lb/inYield Strength of beamSy=248.000MPaAllowable Bending Stress of BeamSb=163.680N/mm123739.820psiAllowable Shear Stress of BeamSw=99.200N/mm214387.770psiCross Section Area of BeamA=2470.963mm23.830in2Second Moment of InertiaI=470.342cm411.300in4Web thicknesstw=0.635cm0.250inDepth of Beamd=10.566mm4.160inBeam SelectedMS Beam W4 x 13 #/FTSelf Weight per unit length of Beam (UDL2)=0.191N/mm1.091lb/inTotal Load per unit length of Beam (UDL) w=34.6392797331N/mm197.797lb/in

Along beam length of 3166mmReaction at end supportRA= wl/2RA=54833.980NRB= wl/2RB=54833.980NMaximum bending MomentMmax= wl2/8Mmax=43401.095N-mMaximum bending Stressmax= M/Zmax=48.751N/mm2OKMaximum Shear StressS= R/AS=22.191N/mm2OK

Along beam length of 2948mmReaction at end supportRA= wl/2RA=51058.298NRB= wl/2RB=51058.298NMaximum bending MomentMmax= wl2/8Mmax=37629.966N-mMaximum bending Stressmax= M/Zmax=42.269N/mm2OKMaximum Shear StressS= R/AS=20.663N/mm2OK

Total Reaction Force on Each legR=ERROR:#REF!NHeight of legh=300mmAllowable Axial Buckling Stress Sa=538N/mm2(Read from Manual of Steel Construction)Axial StressSA= R/ASA=ERROR:#REF!N/mm2ERROR:#REF!

R1R3