design calculation tank

8/16/2019 Design Calculation Tank

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Total Working Volume of Tank 225.0 m^3Type of Roof Cone Roof

Tank Filling Rate 20.0 m^3/hr Tank Emptying Rate 20.0 m^3/hr

Material For Roof IS 2062 Gr BYield Value 250.00 MPa Tensile Value 410.00 MPa

Material For Bottom Sketch Plate IS 2062 Gr BYield Value 250.00 MPa Tensile Value 410.00 MPa

Material For Shell IS 2062 Gr BYield Value 250.00 MPa Tensile Value 410.00 MPa

Joint Efficiency 0.85 for shell onlySeismic Zone Factor Z(Zone-2B) 0.16 IS 1893 :Part IWind Load 47.00 m/sec IS 875 : Part III1.5 mm for Roof

Product stored O-toulineCorrosion Allowance 3 mm for Bottom

3 mm for Shell course0 mm roof structure either side

Operating Pressure Full of LiquidDesign Specific Gravity 0.978

Design Temperature 75 deg. C = 167 FOperating Temperature 45 deg. C

Design External Negative Pressure ( pv ) 509.845 kg/m^2 49.965 mbar (g)Total Design height of Tank ( Ho + h ) 9.5639 m = 31.38 ft

Design Liquid Height of Tank ( Ho ) 8.000 m = 26.25 ftDesign Internal Pressure ( h ) 1529.530 kg/m^2 149.894 mbar (g)

Diameter of the Tank 6.000 m = 19.69 ftTotal Height of the Tank 8.000 m = 26.25 ft

Location Gujarat (Dahej)Code API-650

Item No.:T 1044 Job No.:6 m dia x 8 m ht tank Date : 1ST MAY 15 Page No.: Rev 0

Design Calculation Report

Data Sheet No.:


2/28

t t = 4.9 x 6 x ( 9.564 - 0.3 )x 1 / (175.71x0.85) tt = 1.82 mm

As per API 650 3.6.1.1 min thk of shell = 5 mm

Design Condition is Governing

td = 4.91 mm

Test Thickness :

tt = 4.9 x D x ( H - 0.3 ) x 1.00 / ( St x E )

Design Thickness :

td = 4.9 x D x ( H - 0.3 ) x G / ( Sd x E ) + CA td = 4.9 x 6 x ( 9.564 - 0.3 ) x 0.978 / ( 164 x 0.85) + 3

175.71 MPa

St = 175.71 MPa

Calculation of Shell Thickness ( Refer Cl. 3.6.3.2 of API 650 )

St = 187.50 MPa OR St =

3/7 x Tensile StressSt = 3/4 x 250 OR St = 3/7 x 410St = 3/4 x Yield Stress OR St =

Allowable Hydrostatic Test Stress ( St ) ( Refer Clause 3.6.2.2-API 650 )

Sd= 164.00 MPa

Sd = 164.00 MPa

164.00 MPaSd = 166.67 MPa OR Sd =Sd = 2/3 x 250 x 1 OR Sd = 2/5 x 410Sd = 2/3 x Yield Stress OR Sd = 2/5 x Tensile Stress Allowable Design stress ( Sd ) ( Refer Clause 3.6.2.1-API 650 )

Allowable Stress Values for Shell

Design Of Shell

Multiplication Factor ( M ) = 1.000 ( Table M-1 Appexdix M API 650 )


3/28

Provide Curb Angle 80 x 80 x 8 thk --- ALL AROUND THE TANK

mm^2

Kg

0.00

Weight/mtr 9.4848

(Cl. No. 5.1.5.9 e API 650)

3.26 0.25 3.2612

area 1216

1563.9 1.56

9 0 1563.9 1.56 3.263.26 0.25 3.26

8000

11 0 1563.9 1.56 3.26 0.25 3.2610 0 1563.9 1.56 0.00

0.25 3.26 0.003.36 0.35 3.36 8.00

0.25 3.26 0.008 0 1563.9 1.56

IS 2062 Gr B7 0 1563.9 1.56 3.26

3.26 0.25 3.26 0.00

0.64 3.67 8.00 IS 2062 Gr B3.98 0.94 3.98 8.00

6 500 2063.9 2.06

IS 2062 Gr B5 1500 3563.9 3.56 3.67

1.23 4.29 8.00 IS 2062 Gr B4.60 1.53 4.60 10.00

4 1500 5063.9 5.06

IS 2062 Gr B3 1500 6563.9 6.56 4.292 1500 8063.9 8.061 1500 9563.9 9.56 4.91

Thickness of upper courses :

Coursefrom

Bottom

Height ofcourse in

mm

Head incl.Internal

pressure inmm

Head incl.Internal pressure

in m

1.82 4.91 10.00 IS 2062 Gr B

td incl.CA

tthigher of

td & ttt

providedMaterial


4/28

=

=

=

Clause 5.3.4

180.97 km/hr 113.11 miles/hr

Importance Factor ( Iw ) = 1.0 (As per specification) ( Table 16K )

Design Wind Pressure ( q ) = 1.43 x 0.8 x 1391.67 x 11592.07 N/m^2

162.29 kg/m^2 50.3 m/s

Wind stagnation Pressure ( qs ) = 0.63 x ( Basic wind speed ) ̂ 21391.67 N/m^2

Design Wind Pressure ( q ) = Ce x Cq x qs x Iw

Combined Height Factor ( Ce ) = 1.43 ( Table 16G ) Exposure CPressure Coefficient ( Cq ) = 0.8 ( Table 16H ) Tanks

Design Wind Pressure ( Pz ) = 225.54 kg/m^2 60.7 m/s

218.61 km/hr 136.63 miles/hr

Wind calculation as per UBC Code

Basic Wind Speed ( Vb ) 47.00 m/s

47 x 1.07 x 1.05 x 1 x 1.1560.7 m/s

Design Wind Pressure ( Pz ) = 0.6 x Vz^ 2/9.81 ( As per 5.4 IS 875 : Part 3 )0.6 x 60.73^2 / 9.81225.54 kg/m^2

Topography Factor ( k3 ) 1.00

Site Wind Speed ( Vz ) = Vbx k1 x k2 x k3x k4

Clause 5.3.3Terrain Factor ( k2 ) 1.05 Clause 5.3.2.2

Probability Factor ( k1 ) 1.07 Clause 5.3.1

Importance Factor for Cyclonic Region( k4 ) 1.15

Select the Code IS 875 : Part III

Wind calculation as per IS 875 : Part 3

Basic Wind Speed ( Vb ) 47.0 m/s


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==

=

9.47 x 5 x (5 / 6 )^1.5 x ( 190 / 394.75 )^28.34 m

H1 = 9.47 t x ( t / D)^1.5 x (190 / V )^2 ( Cl. 5.9.7.1 & M.6 API 650)

27.02 m

Corroded condition

Corroded thickness of the top course of tank = 5.00 mm

H1 = 9.47 t x ( t / D)^1.5 x (190 / V )^2 ( Cl. 5.9.7.1 & M.6 API 650)9.47 x 8 x (8 / 6 )^1.5 x ( 190 / 394.75 )^2

Thickness of the top course of tank = 8.00 mm

Diameter of the tank = 6.000 m

Diameter of the tank = 6.00 m

Uncorroded condition

Ratio of modulus of elasticity Ed/Er = 199000 / 199000 = 1.0000

Modulus of elasticity at room temp = Er 199000 MPa ( Cl. M.6 Appendix M API 650)Modulus of elasticity at design temp = Ed 199000 MPa

109.65 m/s

394.75 km/hr

Maximum Unstiffened height of the shell ( H1 ) ( Cl. 5.9.7.1 - API 650)

Design Temperature = 75 deg. C

Stability of tank shell for external wind load ( Cl. 5.9.7 API 650)

Wind load 225.54 kg/m^2 Design wind pressure

Total Pressure 735.38 kg/m^2 7214.11 N/m^2Design Vacuum 509.85 kg/m^2 Design vacuum -509.845 kg/m^2


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0.00 m0.00 mProvide Wind Girdet at 0.00 m from curb angle Transposed width =

Provide Wind Girdet at 0.00 m from curb angle Transposed width =

Provide Wind Girdet at 4.000 m from curb angle Transposed width =0.00 mProvide Wind Girdet at 0.00 m from curb angle Transposed width =

Wtr < H1 Therefore Wind Stiffeners are not needed

Unstiffened height of shell ( H1 ) uncorroded 27.02 m H1 corroded

4.0000 m

8.00

Sum of transposed width ( Wtr ) uncorroded 8.00 m Wtr corroded 8.00 m

8.34 m

1 1.5 10 10 1.50 8.00 7 7 1.502 1.5 10 10 1.50 6.50 7 7 1.50

5.005 1.506.50

4 1.5 8 8 1.503 1.5 8 8 1.50 5.00 5

3.50 5 5 1.502.005 1.503.50

6 0.5 8 8 0.505 1.5 8 8 1.50 2.00 5

0.50 5 5 0.500.005 0.000.50

8 0 0 8 0.007 0 0 8 0.00 0.00 -3

0.00 -3 5 0.000.005 0.000.00

10 0 0 8 0.009 0 0 8 0.00 0.00 -3

0.00 -3 5 0.000.005 0.000.00

Transposedwidth in mm

Sum oftrans.

Width inm

12 0 0 8 0.0011 0 0 8 0.00 0.00 -3

0.00 0 5 0.00 0.00

Calculation of transposed width of the shell ( Cl. 5.9.7.2 API - 650 )

CourseHeight ofcourse in

m

t actualin mm

t uniformin mm

Uncorroded condition Corroded condition

Transposedwidth in m

Sum oftrans.

Width inm

t actualin mm

t uniformin mm


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==

Total Weight 2479.08 approx.Sketch plate 10 mm thk 2479.08 approx. Annular plate 0 mm thk 0.00 approx.

Bottom plate weight

Minimum thickness of Annular plate = 6 + 3 ( Table 5-1 API 650 )

0.0 mm Annular plate IS 2062 Gr BThickness provided = 10.0 mm Sketch plate IS 2062 Gr B

9.00 mm ( t


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5.0(3/16 inch)+1.5mm

1654.62 kg Corroded weight

6.50 mm

Provided thickness of the roof = 8.00 mm

Selected thickness of Roof is O.K.

( Cl. 5.10.4.1 API 650 )Slope of Roof is O.K.

Minimum Thickness of the roof plate = ( Cl. 5.10.2.2 API 650 )

= 0.0624 rad

Weight of the roof plate = 2036.45 kg Uncorroded weight

Diameter of the Tank = 6.00 m C.A. for roof =

= 0.2618 rad

1.5 mm

Slope of the roof ( theta ) = 15 deg.

Minimum Slope of the roof = 1:16 = 3.576 deg.

= 15.00 deg.

Cone Roof


9/28

Internal Design Pressure ( P ) = 14.9996 kPa

W h = 8

2. 3 5 m m

Angle (theta) bet. the roof and horizontal plate = 15.00 deg. = 0.262 rad

C.A. for shell = 3.0 mmThickness of the roof = 8.0 mm C.A. for roof = 1.5 mm

Diameter of the tank ( D ) = 6.00 mThickness of the top course of shell = 8.0 mm

Design of shell to roof junction for internal pressure ( Appendix F API 650 )

80 x 80 x 8

or or = 82.35 mm 300.0 mm

= 82.35 mm

Maximum width of participating roof ( Wh ) = 0.3 ( R2 x th ) 0̂.5 or 300 mm whichever is less= 0.3 ( 11591.11 x 6.5 )^0.5 300.0 mm

Inside radius of the tank shell ( Rc ) = 3000.0 mmLength of the normal to the roof ( R2 ) = Rc / sin theta = 11591.1 mm

Fig. F-2 Detail b API 650

Corroded thickness of the shell plate ( tc ) = 5.0 mmCorroded thickness of the roof plate ( th ) = 6.5 mm

W c = 7

3 . 4 8 m m

R2 = 11591.11 mm

tc = 5 mm (corroded)

Rc = 3000 mm

W h = 8

2. 3 5 m m

th = 6.5 mm (corroded)

theta = 15 deg.


10/28

= 6^2 ( 15 - 0.08 x 6.5 )1.1 tan ( 15 )

= 1768.53 mm^2 = 17.69 cm^2

Shell to Roof junction is O.K.

1.1 tan ( theta )Required Compression Area ( Ar ) = D^2 ( P - 0.08 th ) ( Cl. F.5.1 API 650 )

2118.67 mm^2 = 21.19 cm^2

Ratio = 250 / 205 = 1.2195 (Cl. M.3.6 API 650)

Material for the Roof IS 2062 Gr BYield Value at maximum operating temperature = 250.00 MPa

= 73.48 mm

Total area resisting pressure ( Ap ) = ( Wh x th ) + ( Wc x tc ) + Area of curb angle

Maximum width of participating shell ( Wc ) = 0.6 ( Rc x tc )^0.5= 0.6 ( 3000 x 5 )^0.5

( 82.35 x 6.5 ) + ( 73.48 x 5 ) + 1216


11/28

Tank weight uncorroded / area of tank

= or = or =

ts min ==

=

Unstiffened Shell : (Cl. V.8.1- API 650)

Height of unstiffened shell subject to external pressure buckling if following is satisfied

mtr mtr mm

mtr MpaMpammmmmmmtr

( Fy / E )^0.5 = 0.035

[ D / ts min ]^0.75 = 1.1465( Hts / D ) = 0.6667

X cone = nom thickness of roof plate 6.50Ls = (L1 + L2) / 2 or (H / 2) 4

ts shell= nom thickness of bottom shell plate 7.00ts bottom= nom thickness of bottom plate under shell 7.00

Hts = 4.000

nom thickness of thinnest shell course

Transformed height of shellFy = 250E = Modulus of elasticity of roof plate material 200000

Yield Strength of material

H= Height of tank , 8.000

5.38 mm

[ D / ts min ]^0.75 x [ ( H ts / D ) * ( Fy / E )^0.5 ] >= 0.00675

D = Nominal dia of tank ,

ts min = 5.00

Min Shell Thickness for Shell for external load : (Cl. V.8.1.3- API 650)

73.05 x ( Hts * Ps )^0.4 x D^0.6 / E^0.473.05 x ( 4x4.9999)^0.4 x6^0.6 / (200000^)0.4

6.00

External pressure ( Pe ) = 5.00 kPa

7.98 kPa 10.376 kpa10.376 kPa

Total Design External Pressure ( Pr ) = Greater of DL + ( Lr or S ) + 0.4 Pe or DL + Pe + 0.4 ( Lr or S )( Cl. V.7 API 650 ) 4.976 + 1 + 0.4 x 5 4.976 + 5 + 0.4 x 1

Live load ( Lr ) = 20 lb/ft^2 = 1.00 kPa V.3.1 aganist Lr, page V2

Dead load ( DL ) = w / a 4.976 kPa

Snow load ( S ) = 0.00 kPa

Design of tank for external pressure ( Appendix V API 650 )This is applicable only when operating external pressure exceeds 0.25 kPa = 25.5 mm w /c & up to 6.9 kPaDiameter of the tank ( D ) = 6.000 m

Area of tank = a 28.274 m^2Tank weight uncorroded = w 14345.9 kg


12/28

Kg = Wind gust factor == Kh = Wind height factor =

= ==

==

=Provided Spacing between the stiffeners (Ls) =

==

( V.8.2.2.3 API 650 )= 19999.49 N/m

Required moment of inertia ( I req ) = 37.5 Q D^3 / E ( N^2 - 1 ) ( V.8.2.2.5 API 650 )= 23.14 cm^4

( 445 x 6 3̂ / 5 x 4^2 )^0.5

3.336

Design of intermediate stiffener

Number of waves into which shell will buckle( N )

4.000

N = 6

Radial Load imposed of Stiffener ( Q ) = 1000 Ps Ls

34.66 < 100

N = 5.888

Spacing between the stiffeners ( Ls ) = Hts / ( Ns + 1 ) ( V.8.2.2.2 API 650 )

Ns +1 = 4 / 3.336 = 1.1991Ns = 0.1991

N^2 = ( 445xD^3 / t smin HTS^2)^0.5 ( V.8.2.2.1 API 650 )

5^2.5 x 200000 / [ 45609 * 6^1.5 x 5 ]3.336 m

Ns +1 = Ls / H safe ( V.8.2.1.3 API 650 )

kPa

H safe = ( ts min)^2.5* E / [ 45609 *D^1.5 * Ps ] ( V.8.2.1.2 API 650 )

+ ve value of Ns indicates that stiffeners are required

Ps = Pe = 5.00 kPa

Ps = Total design External pressure = 4.9999

Ps = Total design External pressure , greater of following

Ps = W + 0.4 Pe = 3.1535 kPa

V.3.1 Defination

[ D / ts min ]^0.75 x [ ( Hts / D ) * ( Fy / E )^0.5 ] = 0.02702

1.1535 kPa V =specified design wind velocity 169.20 kPa117.576 kg/m2

W = 0.0000333 * V^2 * Kg * Kh 1.10.0000333 x 169.2^2 x 1.1 x 1.1 1.1

> 0.00675

Tank is subjected to buckling


13/28

1

3

2

=

=

==

Total weight of wind girders ( 15% extra for stiffeners ) 67.17 kg

Toe size 0 mm x 0 mm thk 0.00 kgTotal for each 58.41 kg

WeightWeb size 65 mm x 6 mm thk 58.41 kg

582.51 mm^25.83 cm^2

Hence area provided is O.K.

Intermediate stiffener Quantity = 1 Nos.

Area required ( A req ) = Q D / 2 fc ( V.8.2.2.6 API 650 )19999.49 x 6 / ( 2 x 103 )

Minimum value of fc = 103 Mpa Allowable compressive stress ( fc ) = 103

Iyy = Iaa + Igg - M^2/A43.34 cm^4

10.44 56.63

Mpa

Allowable compressive stress ( fc ) = 0.4 x 20682.4 Mpa

Iyy > I req Hence O.K

Yield strength ( Fy ) = 206 Mpa

336.81 13.84

12.68 41.19 13.733 14.53 x 0.45 6.54 6.73 43.96

Igg cm^4

1 0 x 0 0.00 0.00 0.00 0.00 0.00

295.62 0.112 0.6 x 6.5 3.90 3.25

d in cm

2 6.5 0.63 0.45 14.53

M = A x dcm^3

Iaa cm^4

It. Mkd. x , cm y , cm1 0 0

Sectionmarked

Size cm x cm Area cm^2

145.266 thk

4.5 thk shell ( cor ) 0

65 0 thk


14/28

Stability of Tank against Wind Load + Internal Pressure

= == =

=

= ( As per 5.11.2 )===

==

2058.59 x 6^2 x pi / 2116410.40 kg-m

59 x 7 x ( 250 x 9.564 )^0.520194.75 N/m2058.59 kg/m

Moment due to liquid ( MF ) = wa x D x pi x ( D / 2 )

43246.44 x 6 / 2

30704.09 kg-m

Internal Pressure = 1529.530 kg/m^2Upward Force ( Fpi ) = 1529.53 x 6^2 x pi / 4

Design liquid level Height ( H ) = 9.564 m

wa 59 tb ( Fby . H )^0.5

129739.33 kg-m

Corroded thickness of the bottom plate under thebottom shell course ( tb ) = 7.00 mm

Minimum Yield strength of bottom plate under thebottom shell course ( Fby ) = 250.00 MPa

Wind Moment about the base Mw = Wind of shell + Wind on roof ( upward )( 4569.95 x 8 / 2 ) + 4141.42 x ( 6 / 2 )

Area of roof = 28.274 m^2upward Wind force of the roof = 28.274 x 146.47

43246.44 kg

Moment due to internal pressure ( Mpi ) = Fpi x D / 2

Wind force on the shell = 6.5 x 87.88 x 8 ( 0.5 m extra for ladder )4569.95 kg

Filling height of the tank ( H ) 8.00 mProduct Specific Gravity ( G ) 0.978

4141.42 kg

146.47

Diameter of the tank ( D ) 6.000 mHeight of the tank ( h ) 8.00 m

Wind load on projected area of conical surfaces 30 psf 146.47 kg/m^2 1.000

Velocity ratio ( m ) = (105.75 / 118.75)^2 0.793

Wind load on various surfaces q (psf) q (kg/m^2) m Multi. q x m^2(kg/m^2)

Wind load on projected area of cylindrical surfaces 18 psf 87.88 kg/m^2 1.000 87.88

Design Wind velocity as per code= 52.78 m/sec 190.00 km/hr 118.75 mph

( CL. 5.11.1 & 5.2.1 j -API 650 )

Wind speed Vb = 47.00 m/sec 169.20 km/hr 105.75 mph


15/28

=

=

&

+63715.83 kg

Dead weight of tank ( corroded ) = 10408.29 kg

Upward Force = 1529.53 x 6^2 x pi / 443246.44 kg

Total Uplift = 20469.39 43246.44

4 x 30704.09 / 620469.39 kg

Internal Pressure = 1529.53 kg/m^2

0.6 Mw + Mpi > MDL / 1.5 Mw + 0.4 Mpi > ( MDL + MF ) / 2 Tank is Unstable against wind. Provide anchor bolts.( Cl. 5.11.2 API 650 )

Uplift due to Wind moment = 4 x Mw / D

82599.82 kg-m

( MDL + MF ) / 2 = ( 31224.88 + 116410.4 ) / 273817.64 kg-m

148161.78 kg-m

MDL / 1.5 = 20816.59 kg-m

Mw + 0.4Mpi = 30704.09 + 0.4 x 129739.33

10408.29 x 6 / 231224.88 kg-m

0.6 Mw + Mpi = 0.6 x 30704.09 + 129739.33

Total corroded weight ( Wc ) 10408.29 kg approx.

Moment due to corroded weight ( MDL ) = Wc x D / 2

Weight of external stiffener 67.17 kg approx.

Weight of wind girder 0.00 kgWeight of Curb Angle 178.78 kg

Weight of roof plates 1654.62 kgWeight of roof structure @ 20 kg/m^2 565.49 kg approx.Weight of handrail on roof @ 20 kg/m run 376.99 kg approx.

Weight of corroded shell 6815.25 kgWeight of stairway + Platform @ 0 kg/m 0.00 kg approx.Weight of Nozzles 750.00 kg approx.

Corroded condition

Corroded weight of tank


16/28

Corroded dia of bolt =

Total weight ( Wuc ) 14345.91 kg approx.

Uplift due to Wind moment = 4 x Mw / D4 x 30704.09 / 620469.39 kg

Weight of external stiffener 67.17 kg approx.

Weight of handrail on roof @ 20 kg/m run 376.99 kg approx.Weight of wind girder 0.00 kgWeight of Curb Angle 178.78 kg

Weight of Nozzles 750.00 kg approx.Weight of roof plates 2036.45 kgWeight of roof structure @ 30 kg/m^2 565.49 kg approx.

Weight of stairway + Platform @ 0 kg/m 0.00 kg approx.

Hence Safe

Test Condition

Weight of tank ( Uncorroded )

Weight of shell 10371.03 kg

Depth of Anchor Bolts

25.00 mmBond strength of concrete = 8.20 kg/cm^2

Allowable stress for bolts = 140.00 N/mm^2

= 517.33 mmProvided Depth = 1500.00 mm

Perimeter of bolt = 7.85 cmDepth of Bolts required = 51.733 cm

Root area of the bolts 375.83 mm^2

Load per bolt = 53307.54 / 16

Root dia. of the bolts = ( 27 - 2 * 1 ) x 0.875 21.875 mm

( Table 5-21a , API 650 )

Hence Safe

3331.72 kg32684.19 N

Developed Stress in one bolt = 86.97 N/mm^2

Provide M27 size of Anchor Bolts 27No. of Bolts Provided 16

Yield Strength of Bolt material 482.80

Hence spacing between the bolts 1201.66 mm Number of bolts selected are O.K.Maximum spacing between the bolts 3000.00 mm ( Cl. 5.12.3 API 650 )

N/mm2Tensile Strength of Bolt material 620.74 N/mm2

Design For Anchor Bolts on basis of wind load and internal presure

Material of Anchor bolts SA 193 GR.B7


17/28

+

-

=

Hence Safe

Perimeter of bolt = 8.48 cmDepth of Bolts required = 43.26 cm

Bond strength of concrete = 8.20 kg/cm^2 8.2 x 1.25 = 10.25 kg/cm^2

Hence Safe

Provided Depth = 1500.00 mm

Depth of Anchor BoltsProvide M27 size of Anchor Bolts 27

= 432.62 mm

Developed Stress in one bolt = 84.17 N/mm^2 Allowable stress for bolts = 140.00 N/mm^2 ( Table 5-21a , API 650 )

Load per bolt = 60181.54 / 163761.35 kg36898.80 N

Root dia. of the bolts = ( 27 - 0 ) x 0.875 23.625 mm ( Uncorroded )




14345.9160181.54 kg

+ve Value of Net Uplift indicates that Anchor Bolts are required.

Design For Anchor Bolts on basis of Test Condition

74527.45 kg

Dead weight of tank ( Uncorroded ) = 14345.91 kg

Net Uplift = 74527.45

54058.05

Test Pressure = 1.25 x 1529.53 ( F.7.6 API 650 )1911.91 kg/m^2

Upward Force = 1911.9125 x 6^2 x pi / 454058.05 kg

Total Uplift = 20469.39


18/28

=

=

==

W2 / Wt = 0.18

( W1 ) Weight of effective mass of the tank contents thatmove in unison with the tank shell = 2231183.99 N

( E.3.2.1 API 650 )264464.83 kg2594399.98 N

W1 / Wt = 0.86 ( Figure E-2 API 650 )

0.75 x 2 / 2.5710.5833

Total Weight of tank Contents ( Wt ) = ¶ x( D )^2 x H x density/4

Lateral earthquake force coefficient ( C2 ) = 0.75 S / T ( E.3.3.2 API 650 )

D / H = 0.63

( k ) Factor obtained for the ratio D / H = 0.58 ( Figure E-4 API 650 )

T = 2.57


19/28

=

=

=

33511.28 N/m

( G ) Design Specific Gravity = 0.978( H ) Maximum Design liquid level = 9.56 m

( tb )Corroded thk. of the bottom plate under the shel l = 7.00 mm( Fby ) Minimum specified yield strength of the bottom = 250.00 MPa

WL = 99 x 7 ( 250 x 0.978 x 9.56 )^0.5

Thickness of the bottom plate under the shell 10.00 mmCorrosion Allowance for the bottom plate = 3.00 mm

Resistance to Overturning ( E.4 API 650 )

( WL ) Maximum weight of the tank contents that may be

used to resist the shell overturning moment = 99 tb ( Fby x G x H )^0.5 ( E.4.1 API 650 )

C1 W1 X1 = 5633470.18 428387.3254

M = 2585513.99 N-m = 263559.02 kg-m

C2 W2 X2 = 2084227.78 87170.29Total = 8079731.22 540329.19 N

Z * I = 0.32 Shear force

C1 Ws Xs = 231094.60 19534.03C1 Wr Ht = 130938.66 5237.55

2780.72 kg 27278.89 N

Total Weight of tank roof (Wr) = 27278.89

M = Zl [ C1 Ws Xs + C1 Wr Ht + C1 W1 X1 + C2 W2 X2 ]

27278.89 N

Moment at Base

101739.76 N

( Xs ) Height of the bottom of the shell to shell's C.G. = 3.786 m

Weight of tank roof = Roof plate + Roof Structure + Curb Angle

( X2 ) Height from the bottom of the tank shell to thecentroid of lateral seismic force applied to W2 = 7.65 m

( Ws ) Total weight of tank shell uncorroded = 10371.03 kg

X2 / H = 0.8

( X1 ) Height from the bottom of the tank shell to thecentroid of lateral seismic force applied to W1 = 4.21 m

( W2 ) Weight of effective mass of the tank contents thatmove in the first sloshing = 466992.00 N

X1 / H = 0.44 ( Figure E-3 API 650 )


20/28

==

= N/m of shell circumference

Now,

==

=

=Now , G H D^2 / t^2 = 0.978 x 8 x 6^2 / 7^2

5.75 < 44

Nominal Tank Daimeter ( D ) = 6.00 mMin.specified yield strength of bottom shell course ( Fty )= 250.00 MPa

Maximum longitudinal stress ( Sb ) = b / 1000 t

Design Specific Gravity ( G ) = 0.978Maximum Design liquid level ( H ) = 8.00 m

14.12 N/mm^2

Maximum Allowable Shell Compression ( E.5.3 API 650 )

Corroded thickness of the bottom shell course ( t ) = 7.00 mm

98857.83 N/m7431.18 + 1.273 x 2585513.99 / 6^2

( E.5.2 API 650 )

Anchored Tanks

( b ) Maximum longitudinal compressive force at thebottom of the shell = Wt + 1.273 M / D^2

Anchor bolts are required

[ D^2 ( Wt + WL ) ] = 663513.5073M / [ D^2 ( Wt + WL ) ] = 3.90

7431.18

( Wt + WL ) = 18430.93 N/m of shell circumference

Wt = 757.51 kg/ m of shell circumference

Weight of Curb Angle 178.78 kg

Weight of roof structure @ 20 kg/m^2 565.49 kg approx.Weight of handrail on roof @ 20 kg/m run 376.99 kg approx.

Total weight 14278.74 kg approx.

Weight of roof plates 2036.45 kg

Weight of tank shell and portion of the fixed roof supported by shell ( Wt )

Weight of shell 10371.03 kgWeight of stairway + Platform @ 0 kg/m 0.00 kg approx.

Weight of wind girder 0.00 kg

Shell Compression ( E.5 API 650 )

Weight of Nozzles 750.00 kg approx.

Maximum value of WL = 196 G H D ( E.4.1 API 650 )196 x 0.978 x 9.564 x 610999.75 N/m

Hence ,WL = 10999.75 N/m


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==

==

Corroded dia of bolt =

Provided Depth = 1500.00 mm

Hence Safe

Depth of Bolts required = 111.66 cm = 1116.56 mm

101327.90 N

Stress in one bolt = 269.61 N/mm^2 Allowable stress for bolts = 0.8 Fy ( Table 3-21a , API 650 )

Bond strength of concrete = 10.91 kg/cm^2Perimeter of bolt = 8.48 cm

386.24 N/mm^2

Hence Safe

Depth of Anchor Bolts27.00 mm

( 33% extra for seismic )

1.273 x 2585513.99 / 6^2 - 5416.8686009.79 N/m1621246.35 N

Load per bolt = 1621246.35 / 16


Minimum Anchorage = 1.273 * M / D^2 - Wt(corroded)

Root dia. of the bolts = ( 27 - 2 * 1 ) x 0.875 21.875 mm


Minimum Anchorage


Material for Anchor Bolts SA 193 GR B7Yield Strength of Anchor bolt material (Fy)= 482.80 N/mm^2

Maximum longitudinal stress ( Sb ) = 14.12 MPa

Hence O.K.

0.5 x 250125.00 MPa

Hence Fa = 59.71 MPa

83 x 7 / 2.5 x 6 + 7.5 ( 0.978 x 8 )^0.559.71 MPa

Maximum value of Fa = 0.5 x Fty ( E.5.3 API 650 )

Follow Formula 1 to calculate Fa

Formula 1

Maximum Allowable Compressive Stress ( Fa ) = 83 t / 2.5 D + 7.5 ( G H )̂ 0.5 ( E.5.3 API 650 )


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Diameter of Tank D=

Seismic moment Ms=

Dead load of Tank W2= corroded=

Uplift load ==

Cl. 4.6 to IS 1367

Yield Strength of Bolt =

( Table 3-21 a)

Bond strength of concrete = 10.91 kg/cm^2


482.8 N/mm2

Stress in one bolt = 295.54 N/mm^2

Hence spacing between the bolts 1282.16 mm

Hence Safe

= 1127.96 mmProvided Depth = 1500.00 mm

Perimeter of bolt = 8.48 cmDepth of Bolts required =

Allowable stress for bolts = 386.2 N/mm^2

Load per bolt = 1637802.43 / 16102362.65 N

Material of Bolt =

112.80 cm

Hence Safe

Depth of Anchor Bolts

Root dia. of the bolts = ( 27 -1.5) x 0.875 21.000 mm ( Uncorroded )

2585513.99 N-m

8753.68 kg85873.56 N

Number of bolts selected are O.K.Maximum spacing between the bolts 3000.00 mm

No. of Bolts Provided 16

(4 x2585513.99 / 6) - 85873.561637802.43 N

Design For Anchor Bolts

Provide M27 size of Anchor Bolts 27

6.0 m

Uplift due to Seismic & Internal Pressure ( As per API 650 Table 3-21 a)

Uplift load = (4 Ms/D)-W2


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* marked are based on DRG REF STANDARD DRAWING STD.TK.GEN.7314

BQ = 40 mm = 1.575 inchesa* = 175 mm = 6.890 inches jb* = 150 mm = 5.906 inchesc* = 32 mm = 1.260 inches a g 175

Hole dia.d* = 52 mm = 2.047 inchese* = 70 mm = 2.756 inchespcd* = 6180 mm = 243.307 inches f radius,R = 3003 mm = 118.228 inchese min = 60.601 mm = 2.386 inches bf=B-d/2 = 44 mm = 1.732 inchesf min = 29.175 mm = 1.149 inches radiusB* = 70 mm = 2.756 inches cg* = 110 mm = 4.331 inches k

A* = 268 mm = 10.551 inches t j* = 16 mm = 0.630 inches Ak = 95 mm = 3.740 inches em = 10 mm = 0.394 inches m wt = 20 mm = 0.787 inches Shell thk + Pad thk Qw = 10 mm = 0.394 inches pcd

P = design load in N =36898.80 N= 3761.35 KG ( wind + Test Pressure ) appx32684.19 N= 3331.72 KG ( wind + Operating pressure ) appx

106416.62 N= 10847.77 KG ( Seismic condition+ Intr pressure ) appx10847.77 KG ( Maximum of above load ) appx

Minimum cross sectional area of bolt = 375.83 mm^2 ( Corroded )Yield strength of bolt = 482.80 N/mm^2Max. Load (P) =1.5 x Bolt load = 159624.9 N 35.873 kips

Z = reduction factor = 1.0 / [ { 0.177 a m / ( R t ) 0̂.5 } *( m / t ) 2̂ + 1 ]= 0.988

AS PER AISI T-192 VOL II PART VII- ANCHOR BOLT CHAIR


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TOP PLATE DESIGN :

Critical stress in top plate = S === 15.312 ksi = 1076.59 kg/cm^2

Allowable stress = 1757.72 kg/cm^2Hence Safe

OR c = [ P / S f * ( 0.375 g - 0.22 d) ]^0.5 [ 35.873 / ( 15.312*1.732 ) * ( 0.375 *4.331 - 0.22 *2.047 ) ]^0.5

1.2598 ksi = 88.58 kg/cm^2

Bending plus direct stress in top plate = S =

P e / t^2 = 159.455

[ 1.32 *0.988/ { ( 1.43 * 6.89 *10.551^2 / 118.228 *0.787 ) +(4* 6.89 *111.3236 )^0.333 } ]= 0.0496(0.031 / ( R t )^0.5) = 0.0032

S= 159.455 * ( 0.0496 + 0.0032 )= 8.4248 ksi =

25 Ksi = 1757.72 kg/cm^2

Hence Safe

VERTICAL PLATE :16.00 mm0.37 in

= 9.44 mm

j k = 2.3560P / 25 = 1.4349

Hence, Provided thickness & Height is OK.

0.04 ( h - c) =

j k => P / 25

35.873 *2.756 / 0.787^2 =[ ( 1.32* Z / {(1.43aA 2̂/Rt +(4 a A 2̂)^0.333} ] =

592.34 kg/cm^2

MAXIMUM RECOMMANDED STRESS =

P / f c^2 * ( 0.375 g - 0.22 d)35.873 / ( 1.732*1.26^2 ) * ( 0.375 *4.331 - 0.22 *2.047 )

P e / t^2 * [ ( 1.32Z / {(1.43aA^2/Rt +(4 a A^2)^0.333} + (0.031 / ( R t )^0.5)]

Min thk =


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MEA PLANT - DAHEJIBI Chematur Engineering & Consultancy Ltd. Made by

Checked by Approved by

Doc. No. : Revision: 0 5/1/2015Tag. No. :REFERENCE CODE API 2000

PRODUCT STORED :TANK DIM. : 6.00 mTANK HEIGHT : 8.00 mMAX. PUMP OUT RATE : 20.00 m³/ hr MAX. PUMP IN RATE : 20.00 m³/ hr CAPACITY OF TANK : 226.19 m³CROSS SECTIONAL AREA OF SHELL : 28.27 mCROSS SECTIONAL AREA OF ROOF : 28.27 m 2

TOTAL AREA : 56.55 m 2

FLASH POINT : > 37.8 0C

DESIGN FILLING RATE : 23 m³/ hr DESIGN EMPTYING RATE : 23 m³/ hr

REQUIREMENT OF FREE AIR

A) IN BREATHING (VACUUM RELIEF)

PUMP OUT RATE R e : 23 m³/ hr REQUIREMENT OF FREE AIRDUE TO WATER MOVEMENT,Q1 = 0.94 x Re Ref:-Table 1-B OF API2000

= 21.62 m³/ hr Constant = 0.94

REQUIRED AIR CAPACITY FOR THERMAL EFFECT,Q2 = 50.60 m³/ hr Ref:-Table 2-B OF API2000CAPACITY DUE TO CO2 FILTER SYSTEM, Q5 = 0.00 m³/ hr TOTAL REQUIRED AIR BREATHING CAPACITY, Q in = Q1+Q2+Q5

= 72.22 m³/ hr

As per the standard practice, we design bleeder vent for 1.15 times its pump in / out rate capacity Add 15% extra to cater for tank drainage in case of pump out condition….Hence

Title : DESIGN CALCULATION FOR VENT

IBIC-198-200-ESS-T1044-0001T1044

Client AARTI INDUSTRIES LIMITED

Project Name :

Consultant

RAW WATER


26/28


27/28

BULK BILL OF QUANTITY6 m dia x 8 m ht tank Item No.:T 1044Tank dia = 6 mtr Gujarat (Dahej)Tank Height = 8 mtr

1 . WEIGHT CALCULATION FOR TANK SHELL :Dia of HT.OF COURSE t mm Weight , kg C.A. , mm Weight , kg

Tank ,mtr in mtr from top ACTUAL Uncorroded Corroded66 0 0 0.0 3 0.06 0 0 0.0 3 0.06 0 0 0.0 3 0.06 0.5 8 592.6 3 370.46 1.5 8 1777.9 3 1111.2 IS 2062 Gr B 10371.0 kg6 1.5 8 1777.9 3 1111.26 1.5 8 1777.9 3 1111.26 1.5 10 2222.4 3 1555.76 1.5 10 2222.4 3 1555.76

10371.0 6815.2

2 . WEIGHT CALCULATION FOR TANK OVER ALL :

WT. OF TANK UNCorroded wt., kg Appx= Shell = 10371.0= Stairway + Plt Form @150 kg / m = 0.0= Nozzle ( Appx.) = 750.0= Roof plates = slope as 15 deg. 2036.5 8 thk= Roof Structure @ 45 kg / m^2 = 565.5= Hand rail on Roof @ 22 kg / m run = 377.0= Wind Girder 0.0= Curb ring 960 x 30 thk = 178.8= Miscellanious cleats, platforms etc.. = 428.4

bottom Annular plt ( IS 2062,A ) 10 t Butt welded 0.0bottom sketch plate 10 t Butt welded 2479.1

add 4 % contingency / westage => 687.4

Total = 17873.6 kg Appx per tank

3 . WEIGHT BASED ON MATERIALS :

SA 537 CL 1 => 0.0 + 0.00 = 0.0 kg per tank

IS 2062 GR A / B OR A 36 => 17873.6 kg per tank

TOTAL = 17873.6 kg per tankNOS OF TANK = 1 nos

TOTAL = 17874 KG FOR 1TANK

4. SPECIALS :1 Stress relieving of tank outside of foundation - REQURED for Cleanout door - 1 NosRequired for Compression Girder


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2 Painting & sand blasting TO SA 2 1/2 FINISHExternal surface System 7 of spec

= Shell 150.8 m^2= Stairway+P. Form = 9.6 m^2=' Cone roof plate 29.7 m^2= Nozzle , appx = 8.0 m^2= Floating Roof plates 0.0 m^2=Hand Rail 0.46 per m run 8.7 m^2=Wind girder 0.00 47.88 47.9 m^2

bottom 29.7 m^2TOTAL => 284.3 m^2

16.0 mtr long

FOR 1 TANK = 284.3 m^2

Internal surface System C of specshell, COMPLETE 150.80 m^2bottom 28.84 m^2= Roof plates = 29.69 m^2= Roof structure = 23.75 m^2= Floating Roof Support = 0.00 m^2=Pontoon inside = 0.00 m^2

TOTAL => 233.1 m^2FOR 1 TANK = 233.1 m^2

3

4 CIVIL REQUIREMENT Not by tank vendor as per note 6 of data sheet rev B1

Consider seperately at your end if in scopeWe need to provide Leak detection system also, if in scope

5 FIRE FIGHTING REQD, TO BE CONSIDERED SEPERATLY ( Foam and Cooling water system )6 CATHODIC PROTECTION IF TO BE CONSIDERED SEPERATLY7 PLEASE CONSIDER NOZZLE PIPE ( EXTRA STRONG) AND FLANGES AS PER SPECIFICATION8 INSTRUMENTS AND CONTROLS SHALL BE TO p & I AND DATA SHEET EXTRA

( Level Instruments, temp instruments, vent etc..)

design calculation tank

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