64560253-t-109

Design Calculation for T-109 tank

Client : Total Middle East

Contractor : Western Tanks & Pipes Company Ltd.

0 30/04/09Rev. No. Date AppovedDescription Prepared Checked

Issued for Comments RS SVR PS

TOTAL MIDDLE EAST

NEW BITUMEN TERMINAL IN TLBU

MECHANICAL DESIGN CALCULATION FOR SOFT STOCK STORAGETANK

(T-109)

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S.NO. DESCRIPTION

1 COVER

2 INDEX

3 DESIGN DATA

4 YIELD & TENSILE STRENGTH OF MATERIAL

5

6

7 ROOF PLATE

8 ANNULAR BOTTOM PLATE -MINIMUM RADIAL WIDTH

9

10

11

12

13 SHELL COMPRESSION

14

15

16 CHECK FOR FRANGIBLE JOINT

17 COMPRESSION AREA CHECK FOR INTERNAL PRESSURE

18 DESIGN OF ANCHOR BOLTS & ANCHOR CHAIRS

19 VENT SIZE CALCULATION

20

16 OF 25

17 OF 25

20 OF 25

23 OF 25

5 OF 25

6 OF 25

18 OF 25

SEISMIC ANALYSIS 12 OF 25

OVERTURNING MOMENT 14 OF 25

15 OF 25

15 OF 25

DYNAMIC HOOP STRESS DESIGN

7 OF 25

CHECH OVERTURNING AGAINST WIDN LOAD 10 OF 25

2 OF 25

3 OF 25

4 OF 25

SHELL THICKNESS 4 OF 25

BOTTOM PLATE THICKNESS 5 OF 25

PAGE NO.

1 OF 25

INDEX

STABILITY CHECK AGAINST WIND VELOCITY

TOTAL BASE SHEAR CALCULATION

LOADING DATA 25 OF 25

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DESIGN DATA :Inside Diameter of tank = 18 m

Height of tank = 18.8 m

Number of tanks = One

Product = Soft Stock Tank

Design code = API 650, 11th Edition + Add. 1, 2008 & API 2000

Appendices = E,M,P & V

Shell design = One Foot Method

Type of tank = Rafter Supported Cone Roof Tank

Maximum Liquid Level = 18.3 m

Design liquid height = 18.8 m

Specific Gravity = 1.1 (1.1 to 0.9)

Design Specific Gravity = 1.1

CA - Shell = 0 mm

CA - Bottom = 0 mm

CA - Roof = 0 mm

Design Pressure (Positive) = 2.45 KPa ( 25 G/cm2)

Design Pressure (Vacuum) = 0.5 KPa ( 5 G/cm2)

Storage Pressure (Positive) = Atm. KPa

Storage Pressure (Vacuum) = Nil KPa

Live load on roof = 1 KPa

Operating temperature (Max.) = 140 °C

Operating temperature (Min.) = 100 °C

Design Metal Temp. (Max.) = 140 °C

Design Metal Temp. (Min.) = 0 °C

Max. Filling Rate = 500 m3/hr

Max. Empting Rate = 120 m3/hr

Seismic design code = Appendix-E, API 650

Seismic Zone Factor Z = 0.075

Seismic Zone = Zone 1 (UBC)

Importance factor I = 1

Basic wind velocity = 45 m/sec

Flash Point = > 200 oC

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YIELD & TENSILE STRENGTH OF MATERIAL

Material Yield (MPa) Tensile (MPa) Sd (MPa) St (MPa)Shell -1 SA 36 250 400 147.5 171Shell -2 SA 36 250 400 147.5 171Shell -3 SA 36 250 400 147.5 171Shell -4 SA 36 250 400 147.5 171Shell -5 SA 36 250 400 147.5 171Shell -6 SA 36 250 400 147.5 171Shell -7 SA 36 250 400 147.5 171Shell -8 SA 36 250 400 147.5 171Shell -9 SA 36 250 400 147.5 171Bottom SA 36 250 400 147.5 171Roof SA 36 250 400 147.5 171

Temperature factor at max. design temperature as per Table M-1 = 0.885

SHELL DESIGN :As per clause 5.6.3.2,The minimum thickness of shell plates shall betd = [(4.9 * D * (H-0.3) * G)/ Sd ] + C.A.tt = (4.9 * D * (H-0.3) )/ StWhere,td = design shell thickness, in mmtt = hydrostatic test shell thickness, in mmD = Nominal tank diameter, in m = 18.014 m (Inside Tank Dia. + First Shell Course Thk.)H = design liquid level, in m

= height from the bottom of course under consideration to the top of the shell including the top angle.G = Design specific gravity of the liquid to be stored, as specified by the purchaserC.A. = Corrosion Allowance, in mmSd = Allowable stress for the design condition, in MPaSt = Allowable stress for the hydrostatic test condition, in MPa

Course Material H (mm) W (m) td (mm) tt (mm) t reqd. (mm)

t prov. (mm)

Wt.-New (MT)

Wt.-Cor. (MT)

Shell -1 SA 36 18.80 2.50 12.18 10.50 12.18 14.00 15.55 15.55Shell -2 SA 36 16.30 2.50 10.53 9.08 10.53 12.00 13.33 13.33Shell -3 SA 36 13.80 2.00 8.89 7.67 8.89 10.00 8.88 8.88Shell -4 SA 36 11.80 2.00 7.57 6.53 7.57 10.00 8.88 8.88Shell -5 SA 36 9.80 2.00 6.25 5.39 6.25 8.00 7.11 7.11Shell -6 SA 36 7.80 2.00 4.94 4.26 4.94 6.00 5.33 5.33Shell -7 SA 36 5.80 2.00 3.62 3.12 3.62 6.00 5.33 5.33Shell -8 SA 36 3.80 2.00 2.30 1.99 2.30 6.00 5.33 5.33Shell -9 SA 36 3.80 1.80 2.30 1.99 2.30 6.00 4.80 4.80Total 18.80 74.53 74.53

Top shell course thickness = 6.00 mm

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BOTTOM PLATE THICKNESS :

Bottom Sketch Plate Thickness :As per Clause 5.4.1,Minimum thickness required excluding C.A. = 6 mmCorrosion allowance (C.A.) = 0 mmMinimum thickness required including C.A. = 6 mmThickness provided = 10 mm

Annular plate thickness :

As per API 650 Cl.5.5.3 & Table 5-1Effictive Product height of = H x G ≤ 23

= 20.68 ≤ 23Hence Table 5-1 is applicableMaximum Stress in the 1st shell course (Product) = (td/t) * Sdtd = required thickness of first shell course = 12.18 mmt = Provided thickness less corrosion allowance = 14.00 mmSd = Allowable stress = 147.5 MpaProduct Stress = 128.30 MpaHydrostatic Test Stress = (tt/t) * Sttt = required thickness of first shell course = 10.50 mmt = Provided thickness ( constructed) = 14.00 mmSt = Allowable stress = 171.00 MpaHydrostatic Test Stress = 128.30 MpaMaximum Stress in the first shell course = 128.30 Mpa( Max. Product / Hydrostatic stress)Thickness for Product Design = 14 Vs 128.30Plate thickness of first shell course to use Table 5-1 = 6 mmAdd Corrosion allowance = 0.00 mmThickness for Product Design = 6 mmThickness for Hydrostatic Design = 14 Vs 128.30Plate thickness of first shell course to use Table 5-1 = 6 mmThickness for Hydrostatic Design = 6 mmThickness of Annular Plate = 6 mmProvided Annular Plate thickness = 12 mm

ROOF DESIGN :As per clause 5.10.2.2,Minimum nominal thickness required excluding C.A. = 5.00 mmCorrosion Allowance (C.A.) = 0.00 mmMinimum thickness including C.A. = 5.00 mmThickness provided = 6.00 mm

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ANNULAR BOTTOM PLATE -MINIMUM RADIAL WIDTH :As per Cl.5.5.2, the minimum radial width of the annular plate at any point around the circumferenceof the 'tank shall be either Aw1 or Aw2, whichever is greater.

Aw1 =Wr + t bot + = 739 mmWhere,t bot =Thickness of the bottom shell course = 14 mmA proj =Projection of annular plate outside the shell = 60 mmA lap =Annular-sketch lap = 65 mmWr =Minimum radial width between the inside of the shell = 600 mm and any lap welded joint in the remainder of the bottom

Aw2 = 215 tb = 567 mm(HG)^0.5

Where,tb = Thickness of the annular plate = 12 mmH = Design Liquid level = 19 mG = Design specific gravity of product = 1.1

As per clause E.6.2.1.1.2, the annular plate under the shell is thicker than remainder bottom plate , the width of the annular plate(L) , in m, measured radially inward from the shell shall be greater than or equal to 0.01723 ta x sqrt ( Fy/HGe):L = 0.01723 ta x sqrt ( Fy/HGe) = 676Min. radial width at any point around the circumference = 815.29Thicknness of annular is less than or equal to = Not Applicableremainder of the bottom, Hence ta = Thickness of tank bottom under the shell extending at the = 12.00 mmdistance, L from the inside of the shell( less corrosion allowance)Fy = Minimum specified yield strength of bottom annulas = 221.25 MpaMin. radial width of Annular Plate at any point around the circum. = 739 mmProvided radial width of Annular Plate at any point around the circum. = 800 mm

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SHELL STABILITY CHECK AGAINST DESIGN WIND VELOCITY :Design wind velocity V = 45.00 m/s = 162.00 Km/hr.

Calculate as per Appendix -V

Design External Pressure( Vacuum) Pe = 0.500 Kpa

Total Design External Pressure for design of shell = Greater of Pe or W+0.4PePs = 1.26 Kpa

WhereW = Maximum wind pressure consistent with the specified design wind velocityW = 0.0000333 ( V)² (Kg) (Kh)V = Design Wind Velocity = 162.00 Km/Hr.Kg = Wind Gust factor = 1.1Kh = Wind Height factor = 1.1

W = 1.06 Kpa

The transformed height of the shell

Wtr = W x sqrt(t uniform/ t actual)^5Where,Wtr = transposed width of each shell course, in mmW =actual width of each shell course, in mmt uniform = ordered thickness of the top shell course t actual = ordered thickness of the shell course for which the transposed width is being calculated

Course Wtr (mm) Wactual(mm) t(Corroded mm)

9 876.85 1800 6.008 974.28 2000 6.007 974.28 2000 6.006 974.28 2000 6.005 474.61 2000 8.004 271.68 2000 10.003 271.68 2000 10.002 215.29 2500 12.001 146.44 2500 14.00

Total 18800 Minimum 6.00

Height of transposed shell = 5.18 M = HTS

Check that buckling will occur elastically in the unstiffened cylindrical shell: = ( D/ts min)0.75 [(HTS/D)(Fy/E)0.5 ] > 0.00675

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Where D = Nominal tank Diameter = 18.014 mts min = Minimum thickness of thinnest shell course, mm(cord.) = 6.00 mmHTS - Height of the tranposed Shell = 5.179 mH - Height of the tranposed Shell = 18.80 mFy - Yield strength of components = 147.5 MpaE-Modulus of elasticity of roof plate material = 191714 Mpa

0.018190 >Hence Buckling will be elasticDesign External Pressure for an unstiffened tank shell shall not exceed the followingPs < E / 45609(HTS/D)(D/tsmin)2.5

Ps < 0.9360 > 1.25745

Hence Ok, shell will be stiffened

Calculate the number of buckling waves :N² = SQRT ( 445 D³ /ts min x HTS²) < 100N² = 127.128 < 100N = 11.2751 Say 10 (Max)

End StiffnersCalculate the required properties of the top stiffnerRadial Load imposed to the shellVi = 250Ps HVi = 5910.0 N/mRequired Moment inertia of the top stiffner to be calculated as follows :Ireqd = 37.5 x Vi*D³/E(N²-1)Ireqd = 53.58 cm4

Required area of the top stiffner regionAreqd = ViD/2fAreqd = 109.76 mm²f - Allowable tensile stress 485 Mpat cone = 6.00 mmX shell = Length of shell with in tension/compression region

= 13.4 * sqrt (D*ts1) = 139.31 mm

X roof = Length of cone roof with in tension/compression region = 13.4 x sqrt ( D* tcone/sin¢) = mm

sin¢ = 0.1644

Provided SectionX shell = 835.866 mm²X roof = 2061.52 mm²

Area Avilable = 2897.38 mm² > 109.76 mm²Hence additional stiffener is not required

0.000675

344

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Calculate the required properties of the bottom stiffner

Wshell = 13.4 * SQRT( D x tsn) = 212.80 mm

Radial Load imposed to the shellVi = 250Ps HVi = 5910.0 N/mRequired Moment inertia of the top stiffner to be calculated as follows :

Ireqd = 37.5 x Vi*D³/E(N²-1)Ireqd = 53.578 cm4

Required area of the bottom stiffner regionAreqd = ViD/2fAreqd = 109.76 mm²X shell = 14.7 * sqrt (D*tsn)

= 233.45 mmtb = Thickness of bottom plate under the shell

= 12 mmX bottom = Length of bottom with in tension/compression region

= 384 mm

233.45

60 384

Section Length (bWidth W Area (A) Distance (D) M=AD Iyy Igcm. cm. sq.cm. cm. cu.cm. cm.^4 cm.^4

1 1.20 6 7.20 3.00 21.60 64.80 21.602 24.54 1.4 34.36 6.70 230.23 1542.5 5.613 1.2 38.4 46.08 26.60 1225.73 32604 5662.31

SUM ( 1+2+3 ) 45.80 87.64 1477.56 34212 5689.52

Dx = sum(M) / sum(A) = 16.86 cm.D1 = sum(W) - Dx = 28.94 cm.I = Iyy + Ig - (sum(M)^2)/A = 14991.2 cu.cmThe corner joint comprised of a portion of the shell and the bottom plate has a calculated moment of inertia of 14991.2 cu.cm and will satisfy the inertia requirement. Hence additional stiffner is not required

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CHECK FOR OVERTURNING AGAINST WIND LOAD :As per clause 5.11.2The wind load or pr. acting on projected areas of cylindrical surface = 0.86 KpaThe wind load or pr. acting on projected area of conical curved surface = 1.44 Kpafor a wind velocity of 190 Km/hrThe modified wind pressure can be calculated by multiplying (V/190) ^2 to the wind pressureWind pressure on the projected area of the cylindrical surface = P1 = 0.625 kPaWind pressure on projected area of the conical curved surface = P2 = 1.047 kPaWind force on the cylindrical surface F1 = D * H * P1 * 1000 N

F1 = 211733.4 NWind force on the conical surface F2 = π * R2 * P2 * 1000 N

F2 = 266806.0 NWhere,D = tank diameter, in m = 18.014 mR = tank radius, in m = 9.007 mH = tank height, in m = 18.80 mh = perpendicular height of roof, in m = 1.50 mRoof Slope = 1.00 : 6.00Unanchored tanks shall satisfy both of the following uplift criteria:

1. 0.6Mw + MPi < MDL /1.58260192 > 5508765

2. Mw + 0.4MPi < (MDL + MF)/26643072 <

where,MPi = moment about the shell-to-bottom joint from design internal pressure,where, Design Pressure Pi = 2.45 Kpa

Uplift force due to internal pressure = Pi*π*D2/4*R = 5624143 N-mMw = overturning moment about the shell-to-bottom joint from horizontal plus vertical wind pressure,

= F1 * (H/2) + F2 * (D/2)= 4393415 N-m

MDL = moment about the shell-to-bottom joint from the weight of the shell and roof supported by the shell,= W*D/2 = 8,263,147 N-m

Where, W = 917414 NMF = moment about the shell-to-bottom joint from liquid weight. The liquid weight (wL) is the weight

of a band of liquid at the shell using a specific gravity of 0.7 and a height of one-half the designliquid height H. wL shall be the lesser of 1.4HD or the following:

= Wa*D/2 = 12150337 N-mwhere,Wa = WL x π* D N

= Nwhere,WL = 59tb sqrt (Fby x H)

= 38052 N/mWL = 140.77*H/2*D = 23836.81 N/m

10206742

1348988.209

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where,Fby = minimum specified yield stress of the bottom plate under the shell MpaH = design liquid height, mD = tank diameter, mtb = required thickness (not including corrosion allowance) of the bottom plate under the shell in mm

that is used to resist wind overturning

Weight Details

MT N MT NShell -1 15.55 152481.94 15.55 152482Shell -2 13.33 130684.29 13.33 130684Shell -3 8.88 87113.19 8.88 87113.2Shell -4 8.88 87113.19 8.88 87113.2Shell -5 7.11 69682.81 7.11 69682.8Shell -6 5.33 52256.30 5.33 52256.3Shell -7 5.33 52256.30 5.33 52256.3Shell -8 5.33 52256.30 5.33 52256.3Shell -9 4.80 47030.67 4.80 47030.7Total Shell Weight 74.5 730875.01 74.5 730875Roof weight 12.60 123606.43 12.60 123606Roof Roof Structure 6.00 58839.90 6.00 58840Top Curb Angle = 0.42 4092.60 0.42 4092.60Ladders & Handrails 1.50 14709.98 1.50 14710.0Shell Nozzle Weight 1.00 9806.65 1.00 9806.7Roof Nozzle Weight 0.60 5883.99 0.60 5884.0Shell Insulation Weight 10.00 98066.50 10.00 98066.5 (Considered Rock Wool insulation for Roof Insulation Weight 2.50 24516.63 2.50 24516.6 shell & roof @ 180 mm thk. of 50 kg/sq.m Total Weight 109.15 1070397.69 109.15 1070398 density)

TANK IS UNSTABLE FOR WIND AND HENCE TANKS ARE REQUIRED TO BE ANCHORED

UN CORRODED CORRODED

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SEISMIC ANALYSISAs per API 650, Appendix ED = Site ClassificationII = Seismic Use Group (SUG) (Table E-5)Z = Seismic Zone Factor = 0.075H = Maximum Liquid Level = 18.300 mZone I = Seismic ZoneI = Importance Factor

= 1SDS = The design, 5% damped, spectral response acceleration parameter at short periods

(T = 0.2 secs.), %g (E.4.6.1-1)= 2.5 Q Fa So = 0.30

Ss = Mapped, maximum considered earthquake, 5% damped, spectral response accelerationparameter at short periods (0.2 sec), %g (E.4.3-1)

= 2.5 Sp = 0.1875Sp = Design level peak ground acceleration parameter

= 0.075 (Seismic Zone 1)So = Mapped, maximum considered earthquake, 5% damped, spectral response acceleration parameter

at a period of zero seconds (peak ground acceleration for a rigid structure), %g (E.4.6.1)= 0.4Ss = 0.075

S1 = Mapped, maximum considered earthquake, 5% damped, spectral response accelerationparameter at a period of one second, %g (E.4.3-2)

= 1.25 Sp = 0.094Q = Scaling factor from the MCE to the design level spectral accelerations. (E.4.6.1)

= 1Fa = Acceleration-based site coefficient (at 0.2 sec period) (Table E-1)

= 1.6Fv = Velocity-based site coefficient (at 1.0 sec period) (Table E-2)

= 2.4Rwc = Force reduction coefficient for the convective mode using allowable stress design methods

= 4 (Table E-4) (Mechanically Anchored)Rwi = Force reduction factor for the impulsive mode using allowable stress design methods

= 2 (Table E-4) (Mechanically Anchored)TL = Regional-dependent transition period for longer period ground motion, seconds (E.4.6.1)

= 4 secs.Tc = Natural period of the convective (sloshing) mode of behavior of the liquid, seconds (E.4.5.2-a)

= 1.8 Ks * sqrt (D) = 4.42K = Coefficient to adjust the spectral acceleration from 5% – 0.5% damping

= 1.5Ks = Sloshing period co-efficient (E.4.5.2-c)

= 0.578 / sqrt [tanh*(3.68 H / D)] = 0.578Av = The maximum vertical seismic acceleration parameter (E.6.1.3)

= 0.14 SDS = 0.042Ts = Fv S1 / Fa Ss = 0.750Ai = Impulsive design response spectrum acceleration coefficient, %g (E.4.6.1-1)

= SDS (I/Rwi) ≥ 0.007= 2.5 Q Fa So (I/Rwi)= 0.150 > 0.007

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WhenTc > TLAc = Convective design response spectrum acceleration coefficient, %g (E.4.6.1-5)

= K SD1 (TL/Tc) (I/Rwc) = 2.5 K Q Fa So (TsTL/Tc²) (I/Rw ≤ Ai= 0.076 < 0.150

Effective Weight of Product & Center of action

D/H Ratio = 0.984 < 1.333Wi = Effective impulsive weight of the liquid, in N (E.6.1.1-2)

= Wi = [1 - 0.218 D/H] Wp = NWp = Total weight of tank contents based on the Design Specific gravity, in N

= NWc = Effective convective (sloshing) portion of the liquid weight,N (E.6.1.1-3)

= 0.230 (D/H) tanh (3.67 H/D) Wp = 11377840 NXi = Height from the bottom of shell to the center of action of lateral seismic force related to the

impulsive liquid force for ring wall moment,m (E.6.1.2.1-2)= [0.5-0.094(D/H)] H= 7.457 m

Xc = Height from the bottom of shell to the center of action of lateral seismic force related to theconvective liquid force for ring wall moment,m (E.6.1.2.1-3)

= {1.0-[cosh(3.67H/D)-1]/[(3.67H/D)sinh(3.67H/D)]} H= 13.62 m

Ws = Total Weight of tank shell and appurtenances, N= 759484 N

Wr = Total Weight of fixed tank roof including framing and any permanemt attachment, N= 188330 N

Center of Gravity of Shell

Shell -1 2.500 14 15.549 1.25Shell -2 2.500 12 13.326 3.75Shell -3 2.000 10 8.8831 6.00Shell -4 2.000 10 8.8831 8.00Shell -5 2.000 8 7.1057 10.00Shell -6 2.000 6 5.3287 12.00Shell -7 2.000 6 5.3287 14.00Shell -8 2.000 6 5.3287 16.00Shell -9 1.800 6 4.7958 17.90 497.94 6.5565Roof 1.5012 6 18.604 19.30Sum 95.15 953.85 10.025

Approx. Misc. WeightShell Appurtenances (1st Course) = 1.00 MTCurb Angle (Top Course) = 0.42 MTRoof Appurtenances = 0.60 MT

Wt. (MT.) EXYWidth

(m)Thk. (mm)Part C.G.

39,515,676

50,312,355

EY

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Xs = Height from the bottom of the tank shell to the shell's center of gravity= 6.556 m

Xr = Height from the bottom of tank shell to the roof and roof appurtenances center of gravity= 10.025 m

OVERTURNING MOMENTAs per clause E.6.1.5The overturning moment due to seismic forces applied to the bottom of the shell shall be determined as :Mrw = SQRT {[ Ai (WiXi + WsXs + WrXr)]² + [Ac(WcXc)]²} (E.6.1.5-1)Mrw = N-mAnchorage requirement based on seismic loadJ = Anchorage Ratio (E.6.2.1.1.1 - 1)

= MrwD² [ Wt ( 1-0.4Av) + Wa - 0.4 Wint]

= 1.86 > 1.54Where,Wint = Calculated design uplift load due to product pressure per unit circumferential length, N/m

= 11034 N/mWt = Tank and roof weight acting at base of shell, N/m (E.6.2.1.1.1-2)

= [(Ws/πd) + Wrs]= 16748 N/m

Wrs = Roof load acting on the shell, N/m= 3328 N/m

Ge = Effective specific gravity including vertical seismic effects = G(1-0.4Av) = 1.082

Wa = Resisting force of tank contents per unit length of shell circumference that may be used to resistthe shell overturning moment, N/m (E.6.2.1.1)

= 99 ta x sqrt ( Fy H Ge) < 201.1 H D Ge (E.6.2.1.1 - 1a)= 65,512 N/m < 71,698 = 65,512 N/m

Anchorge is not required if the below conditions are metS.No. Description Requirement Remarks

J < 1.54 Not OK1.86 > 1.54Ls < 0.035 D N/A

N/A N/AFc > σc OK

59.45 > 14.32t a < t s OK10 < 14.00

OK

FALSE Hence, Anchor is required , tank is Mechanically Anchored

Piping system shall be designed for the min. displacement in Table E-8

4)

3)

5)

The required annulus plate thickness does not exceed the thickness of bottom shell course

Piping flexibility requirements are satisfied

46,752,376

1)

2)Maximum width of annulus for determining the resisting force is 3.5% of tank diameter Ls = Required maximum width of Annular plate

Shell compression satisfies the Clause E.6.2.2

Resisting force is adequate for tank stability

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SHELL COMPRESSIONAs per clause E.6.2.2The maximum longitudinal shell compression stress at the bottom of the shellJ = 1.857 > 1.54Mechanically Anchored tanksσc = (wt (1+0.4Av)+ (1.273 Mrw/D²)) x (1/1000ts) (E.6.2.2.2 - 1a)σc = 14.32 N/m

As per clause E.6.2.2.3Allowable longitudinal membrane compression stress in tank shellGHD²/t² < 44

33.33 < 44( Where t = 10 mm)

Fc = 83 ts /(2.5*D) + 7.5 SQRT(G*H) < 0.5FtyFc = 59.45 MPa < 110.625Fc > σc Hence Safe

TOTAL BASE SHEAR CALCULATIONThe equivalent Lateral force base shear shall be determined as difined as below :V = Sqrt ( Vi² + Vc²) (E.6.1 - 1)

= 6160861 NWhere,Vi = Ai (Ws + Wr + Wf + Wi) (E.6.1 - 2)

= 6099248 NWf = Weight of the tank floor,N

= NVc = Ac Wc

= 869125 N

Sliding ResistanceVs = μ ( Ws + Wr + Wf + Wp)(1 - 0.4 Av) (E.7.6 - 1)

= NWhere,Vs = Average shear wave velocity at large strain levelsμ = Friction coefficient for tank slidingμ = 0.4

6160861 <Seismic shear V does not exceed Sliding resistence Vs - HENCE OK

198,163

20237533.03

20237533.0

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DYNAMIC HOOP STRESS DESIGN

D/H Ratio = 0.984 < 1.333Y = 18.00 > 13.51 = 0.75 DDynamic liquid Hoop forceAs per Clause E.6.1.4Ni = Impulsive hoop membrane force in tank wall , N/mm (E.6.1.4 - 3a)

= 2.6 Ai GD²Nc = Convective hoop membrane force in tank wall , N/mm (E.6.1.4 - 4a)

= 1.85 Ac GD²cosh[3.68(H-Y)/D]/cosh(3.68H/D)Y = Distance from liquid surface to analysis point ( 300 mm from Bottom),mNh = Product Hydrostatic membrane stress, N/mmNh = 4.9 GDYσ T = σh ± σ s = Nh ± SQRT ( Ni2 + Nc2 + ( AvNh)2)

t

Course Y Ni Nc Nh t corroded σ T σ s Allow Resultm N/mm N/mm N/mm mm Mpa Mpa

Shell -1 18.000 139.21 2.40 1747.72 14 136.08 196.18 OKShell -2 15.500 139.21 2.80 1504.98 12 138.16 196.18 OKShell -3 13.000 139.21 3.95 1262.24 10 141.13 196.18 OKShell -4 11.000 139.21 5.60 1068.05 10 121.44 196.18 OKShell -5 9.000 139.21 8.20 873.86 8 127.26 196.18 OKShell -6 7.000 139.21 12.18 679.67 6 137.05 196.18 OKShell -7 5.000 139.21 18.23 485.48 6 104.56 196.18 OKShell -8 3.000 139.21 27.37 291.29 6 72.28 196.18 OKShell -9 1.000 139.21 41.13 97.10 6 40.39 196.18 OK

FreeboardFor SUG IIδs = 0.5 D Af (E.7.2-1)

= 0.62 mWhen,Tc = 4.42 > 4Af = 2.5 KQFaSoI(4Ts/Tc2)Af = 0.07Minimum Required Freeboard

0.7 δs = 0.44 m (Table E-7)Provided Freeboard Height = 0.50 mHENCE OK

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CHECK FOR SHELL-TO-ROOF FRANGIBLE JOINT REQUIREMENTS :As per Figure F-2, Detail-b

Top Angle100 x 100 x 8 thk. Wh

th

Wc

Rctc

tanθ = roof slope = 0.167

Area of Curb angle section plus the participating roof & shellTop angle provided = 100 x 100 x 8 thk.Ac = Cross sectional area of top angle = 1550 sq.mm.Wc = Max. width of participating shell = 0.6(Rc tc)^0.5

= 139.43 mmWhere,Rc = Inside radius of tank shell = 9000 mmtc = Thickness of shell plate (uncorroded) = 6 mmWh = Max. width of participating roof = 0.3(R2 th)^0.5 or 300 mm

(whichever is less)= 171.94 mm= 171.94 mm

Where,R2 = length of the normal to the roof, measured = Rc/sinθ

from the vertical centreline of the tank= 54744.86 mm

th = Thickness of roof plate (uncorroded) = 6 mmAs = Participating area of shell plate = = Wc x tc

= 836.56 sq.mmAr = Participating area of roof plate = Wh x th

= 1031.62 sq.mmAt = Total area of roof-shell junction = Ac + As + Ar

= 3418.18 sq.mmAs per clause 5.10.2.6.d, The frangible roof joint for anchored tanks of any diameter, the tank shall meet therequirements of 5.10.2.6.a

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S.No Requirement Actual Remarks1 The slope of the roof at the top angle attachment OK

does not exceed 2:12.

2 The roof support members shall not be attached to Roof support members are not OKthe roof plate. attached to the roof plate.

3 The roof is attached to the top angle with a single The roof is attached to the top angle OKcontinuous fillet weld on the top side (only) that does with a single continuous fillet weld onnot exceed 5 mm (3/16 in.). No underside welding of the top side only and does not exceedroof to top angle (including seal welding) is permitted. 5 mm. No underside welding of roof to

top angle (including seal welding) isprovided.

4 The roof-to-top angle compression ring is limited The roof-to-top angle compression ring OKto details a - e in Figure F-2. is limited to 'detail-b' in Figure F-2.

As per clause 5.10.2.6,A = For frangible joint, the cross sectional area of the roof-to = W / (1390 tan θ)

shell junction shall not exceed the following:= 3499.57 sq.mm

W = Total weight of the shell and any framing = Ws + Wrs(but not roof plates) supported by the shell & roof = 818324 N

Ws = Weight of the shell + miscellaneous items on shell = 759484 NWrs = Weight of roof structure = 58840 N

Total area of roof-to-shell junction, At < Area resisting the compressive force, AA > At & HENCE SHELL - TO - JOINT FRANGIBLE JOINT

COMPRESSION AREA CHECK FOR INTERNAL PRESSURE

Design Internal pressure = 2.450 kPa = 0.0245 kg/cm2

Cross sectional area of tank = 2548650 Sq.cm = 62441.92 kg

Weight of the shell/roof/support = 96650.19 kgHence F.3 through F.6 shall apply

Required compression area as per F.5.1,A = 200 * D^2 (P - 0.08 th)

Fy (tan q)WhereD = Nominal tank Diameter = 18.014 mP = Design internal pressure = 2.450 kPath = Nominal roof thickness = 6.00 mmFy = Minimum specified yield strength = 250 Mpatanθ = Roof slope = 0.167As per M 3.3 of API 650 the yield strength of material shall be multiplied by the ratio of the reduction factor

Slope of the roof at the top angle attachment does not exceed 2:12

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HenceMaterial Yeiel strength ( MDT) = 250 x 0.885

= 221.25 MpaRatio = 1.08 > 1 Hence ok

Where,A = total required compression area at the roof to shell junction, in sq.mm

= 3068.51 sq.mmRequired Compression Area = 3068.51 sq.mmProvided Compression Area = 3418.18 sq.mm

Provided compression area is adequate

As per cl.F.4.1, the maximum design pressure, for a tank that has been constructed P:P = (A)Fy(Tan ¢)/(200*D^2)+0.08thP = 2.67 KpaAs per cl.F.4.2, the maximum design pressure, limited by uplift at the base of shell, shall not exceed:

Pmax = 0.00127DLS +0.08th - 0.00425 MD^2 D^3

Where,Pmax = maximum design pressure, in KpaDLS = Total weight of the shell & any framing (but not roof plates)

supported by the shell & roof, in N. = 916391 N

M = Wind moment (Tank is provided with Ancharoge, hence M=0)= 4393415 N-m

Pmax = 1163.82 + 0.48 - 0324.5 5845.62

= 4.07 KpaPmax > Design Pressure Hence safe

As per F.4.6,Calculated Failure Pressure

Pf = Calculated minimum failure pressure ( kPa)Pf = 1.6 P -0.047 th

= 4.00 KpaAs per Cl. F.4.3, the maximum design pressure for tank with a weak shell to roof attachmentP max < 0.8 Pf

< 3.20 KpaHence all the above conditions are meet for Appendix -F calculation

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DESIGN OF ANCHOR BOLTS & ANCHOR CHAIRSDESIGN OF ANCHOR BOLTS :Provide = 48 mm. Dia. Bolts x 36 nos.Root area of bolt = 1458.00 sq.mmCorrosion allowance = 0 mmArea available = 1458.000 sq.mmAs per clause 5.11.3The design tension load per anchor tb = (4Mw/dN) - (W/N)

= 59539 NOverturning moment about the shell-to-bottom joint from Mw = 4393415 N-mhorizontal plus vertical wind pressureDiameter of the anchor circle d = 18.227 mNumber of anchors N = 36 nos.Weight of the shell plus roof supported by the shell (corroded) W = -1E+06 Nless 0.4 times the uplift from internal pressure.As per clause E.6.2.1.2 - Mechanically Anchored tankWAB = Calculated design uplift load on anchors per E.6.2.1.2-1

unit circumferential length, N/m= [(1.273 Mrw / D2) - Wt (1-0.4 Av)]= 177972 N/m

PAB = The anchor seismic design load E.6.2.1.2-2= WAB (π D/N)= 279775 N

Uplift load as per table -5-21 a

Net Uplift, U (N)

Load/Bolt (N)

Design Pressure Condition[(P – 0.08th ) × D²] – W1 -915751.37 -25437.5 -17.4 105 OKTest Pressure [(Pt – 0.08th ) × D²] – W1 -915751.37 -25437.5 -17.4 140 OKFailure Pressure[(1.5 x Pf - 0.08th) x D2] - W3 N/A N/A N/A N/A N/AFrangilbility Pressure(3 x Pf-0.08 th)x D2 -W3 N/A N/A N/A N/A N/AWind Load [4 × Mw/D] – W2 -94842.06 -2634.5 -1.8 200 OKSeismic Load [4 × Ms/D] – W2 9,310,945 258637.4 177.4 200 OKDesign Pressure + Wind

59804.27 1661.2 1.1 140 OK

Design Pressure + Seismic

9465591.1 262933.1 180.3 200 OK[(P – 0.08th) × D²] + [4 Ms/D] – W1

Uplift load Case Stress/Bolt (Mpa)

[(P – 0.08th ) × D²] + [4 Mw/D] – W1

RemarksAllowable Stress (Mpa)

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W1 = Dead load of shell less C.A. and any dead load other than roof plate acting on shell less C.A. in N= 916391 N

W2 = Dead load of shell less C.A. and any dead load including roof plate acting on shell less C.A. in N1070398 N

W3 = Dead load of shell including C.A. and dead load other than roof plate acting on the shell including C.A. in N= 916391 N

P = Design pressure, Kpa = 2.45 kPath = Roof plate thickness, mm = 6.00 mmPf = Calculated minimum failure pressure, Kpa = 4.00 kPaPt = Test Pressure kPa = 2.45 kPa

Max Governing Load at each bolt 279775.5 N

AISI T-192 Volume II, Part VII- ANCHOR BOLT CHAIRSMinimum cross sectional area of bolt Ab = 2.26 inch2 1458 mm2

Yield strength of bolt (A 36) Fy = 250 N/mm2

Design Load P = 279775 N = 62.871 KsiTop plate width a = 7.87 inch 200 mmTop plate length b = 7.87 inch 200 mmTop plate thickness c = 1.18 inch 30 mmAnchor Bolt Diameter d = 1.89 inch 48 mmAnchor Bolt eccentricity e = 4.00 inch 101.53 mm

f = 2.93 inch 74.47 mm

Distance between vertical plate g = 3.94 inch 100 mmChair Height h = 13.78 inch 350 mmVertical Plate Width ( Average) k = 5.12 inch 130 mmVertical plate thickness J = 0.55 inch 14 mmBottom plate thickness m = 0.39 inch 10 mm

t = 0.94 inch 24 mm

Annular/Sketch Plate Projection Q = 2.36 inch 60 mmPitch Circle Diameter PCD = 717.60 inch 18227.05 mmDiameter of the tank D = 708.66 inch 18000 mmRadius of Shell R = 354.33 inch 9000 mmWeld Size w = 0.2362 inch 6 mm

Top Plate DesignCritical stress in top plate, S = P / f c2 * (0.375 g - 0.22 d)

= 16.30 Ksi = 1146.18 < 1682.51 kg/cm2

Bending plus direct stress in shell at top plate, Sb = P e / t2 * [(1.32Z / {(1.43ah2/Rt + (4 a h2)0.333} + (0.031 / (R t)0.5) = 15.57 Ksi = 1094.85 < 1682.51 kg/cm2

Where,Z = Reduction Factor = 1.0 / [{0.177 a m / (R t) 0.5 }*(m / t) 2 + 1]

= 0.995HENCE OK

Distance from outside of top plates to edge of hole

Bottom shell course thickness + RF Pad

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Vertical Plate: Minimum Thk. is Greater of 0.5 inch or 0.04 (h-c) = 0.5 or 0.04( h - c)

= 0.5 or 0.50 = 0.5039 inch = 12.8 mm

j k > P/252.82 > 2.51

HENCE OK

e f

g a

j

bRadius

RF Pad k h

QPCD

Weld Size Calculation

Wv = P/(a+2h)= 1.77 Ksi

WH = Vertical Load on wels= Pe/(ah+0.667h²)= 1.07 Ksi

W = (Wv2 + WH2)0.5

= 2.07 < 2.27 Ksi

HENCE OK

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VENT SIZE CALCULATIONAs per API 2000,D = Tank Diameter in m = 18.00 m = 59.06 feetH = Tank Height in m = 18.80 m = 61.68 feetV = Tank Capacity in m3 = 4784.02 m3 = ###### bblVi = Maximum Filling Rate in m 3/hr = 500.00 m3/hr = 3,145 bbl/hrVo = Maximum Emptying Rate,m3/hr = 120.00 m3/hr = 755 bbl/hr

Flash Point of Liquid > 200 0CInbreathing (Vacuum Relief)(a) Required venting capacity for liquid movement out of the tank (clause 4.3.2.1.1)iQ1 = 0.94 Vo

= 112.80 Nm3/hr(b) Required venting capacity for thermal inbreathing (Table -2B, Notes a)iQ2 = 0.169 V

= 808.5 Nm3/hr(c) Required venting capacity for inbreathingiQt = iQ1 + iQ2

= 921.3 Nm3/hr

Outbreathing (Pressure Relief)(a) Required venting capacity for liquid movement into the tank (clause 4.3.2.2.1)oQ1 = 1.01 Vi

= 505.00 Nm3/hr(b) Required venting capacity for thermal outbreathing (Table -2B, Notes b)oQ2 = 60 % of inbreathing

= 485.1 Nm3/hr(c) Required venting capacity for outbreathingoQt = oQ1 + oQ2

= 990.1 Nm3/hrSize and Number of Free VentsD1 = Size selected, in inch = 6 Inch Schedule 40/Std.D = Inside Diameter of Vent = 155.96 mm(a) Vent Flow Area without Screen (A1)A1 = π/4 * D2 = 19104 mm2 = 0.019 m2

(b) Vent Flow Area with Screen (A2)Wire Size = 60 meshes per sq.inches

f1 = Nominal screen area 37%A2 = f1*A1 = 7068.4 mm2 = 0.007 m2

(c) Mean Velocity Vm

Vm = = 41.93 m/s = 2E+05 m/hr2 * g * Δ P

f * d

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Where,ΔP = Maximum difference venting pressure = 224.25 mmH2O 224.25 kg/m2

d = Density of Vapour = 1.25 kg/m3

f = Total Resistance co-efficient = 2.00g = Acceleration due to gravity = 9.8 m/s2

(d) Inbreathing / Outbreathing Capacity, Q1 - Without ScreenQ1 = A1 * Vm = 2,884 m3/hr

2 - With ScreenQ2 = A2 * Vm = 1,067 m3/hr

(e) Quantity of Free Vent required, N1 - Without ScreenN = Max. ( iQt or oQt) / Q1 = 0.34335 SET(S)

2 - With ScreenN = Max. ( iQt or oQt) / Q2 = 0.928 SET(S)

Provide 2 SET(S) of 6 Inch Schedule 40/Std. Free Vent with Screen

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LOADING DATA :Shell 74.53 Mt Fabricated Weight 132.7 MtBottom plate 20.31 Mt Product wt. 5122 MtRoof plate 12.60 Mt Test water wt. 4784 MtRoof Structural 6.00 Mt Operating Weight 5255 MtTop Curb Angle 0.42 Mt Hydrotest Weight 4917 MtLadder & Platform 1.50 Mt Wind shear 49 MtShell appurtenances 1.00 Mt Wind moment 448 Mt-mRoof appurtenances 0.60 Mt Seismic shear 628 MtAnchor chair 2.80 Mt Seismic moment 4767 Mt-mMisc. wt. 0.45 Mt Size and Number of anchor bolts M 48 x 36 Nos.Insulation Weight ( Shell) 12.50 Mt Bolt Circle Diameter 18.23 m

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64560253-t-109

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