Storage Tank Design

TABLE OF CONTENT
Number of From
pages page
1 DESIGN CODE & SPECIFICATION 1 1
2 SHELL DESIGN THICKNESS CALCULATION 1 2

3 BOTTOM PLATE, / ANNULAR &BOTTOM PLATE DESIGN 1 3
4 ROOF THICKNESS CALCULATION 1 4
5 DESIGN OF ROOF-TO-SHELL JUNCTION - APPENDIX F 1 5
6 INTERMEDIATE WIND GIRDER DESIGN 1 6
7 WIND DESIGN & ANCHOR BOLT CALCULATION 1 7
8 WEIGHT CALCULATION 1 8
Until page PAGE
1 1
2 2
3 3
4 4
5 5
6 6
7 7
8 8
TABLE OF CONTENT
Number of From
pages page
1 DESIGN CODE & SPECIFICATION 1 1
2 SHELL DESIGN THICKNESS CALCULATION 1 2

3 BOTTOM PLATE, / ANNULAR &BOTTOM PLATE DESIGN 1 3
4 INTERMEDIATE WIND GIRDER DESIGN 1 4
5 WIND DESIGN & ANCHOR BOLT CALCULATION 2 5
10 TANK STABILITY AGAINST WIND LOADING 5 16
11 ` 1 21
12 SLING & WIRE ROPE CALC (SKID) 1 22
APPENDIX
13 COG CALCULATION FROM CADWORK 3 23
14 ALLOWABLE STRESS REFERENCE 1 26

Until page PAGE
1 1
2 2
3 3
4 4
6 5-6
8 7-8
9 9
10 10
15 11 - 15
20 16 - 20
21 21
22 22
25 23 - 25
26 26
WATER_SS_TANK Page 5
STORAGE TANK DESIGN CALCULATIONS
1.0 DESIGN CODE & SPECIFICATION

: API 650
1.1 TANK
Service : Water Tank
Item number : -
Type of tank : Self Supported
Cone Roof
1.2 GEOMETRIC DATA
Outside diameter , Do 17.22 ft = 5250
Tank height , H 37.73 ft = 11500
Specific gravity of operating liquid , S.G. = 1
Nominal capacity , M = 249.05
Maximum design liquid level, HL = 10000
1.3 PRESSURE & TEMPERATURE

Design pressure : Upper , PU = 8500 mm H2O = 833.9
Design temperature : Upper , TU = 60
1.4 MATERIAL & MECHANICAL PROPERTIES
Tensile Stress Yield Stress Corr. Allow.

Component Material
St (N/mm²) Sy (N/mm²) c.a.(mm)
PLATE
Shell Plate A 304L 485.00 170.00 0.00
Bottom Plate A 304L 485.00 170.00 0.00
Roof Plate A 304L 485.00 170.00 0.00
Stiffener Ring A 304L 485.00 170.00 0.00
STRUCTURE
Top Curb Angle A 304L 485.00 170.00 0.00
04/24/2019
2.0 SHELL DESIGN THICKNESS CALCULATION

2.1 GEOMETRIC DATA
Plate width used 54.13 ft : 16500
Plate height 5.00 ft : 1524

Material used : A 304L
Specified minimum tensile stress, Ss = 485.0
Specified minimum yield stress, Sy = 170.0
Yield strength reduction factor, k ( Appendix M ) = 1.00

Joint Efficiency, E = 0.85
Max.allowable design stress,Sd = 113.33
Max.allowable hydro. test stress,St = 127.50
(As per Table 3-2 )
2.3 TANK SHELL THICKNESS CALCULATION

D = Inside diameter of tank = 17.22
H = Design liquid level = 37.73
G = Specific gravity of liquid = 1
c.a. = corrosion allowance = 0.00
Sd = Allow. stress for design condition = 16438
St = Allow. stress for hydrostatic test condition = 18492
(2,6) x (D) X (H - 1) x (G)

Shell Thk at design condition (td) = t= + C.A.
Sd
(E) x (21000)
(2,6) x (D) X (H - 1) x (G)
Shell Thk at hydrotest condition (tt) = t= + C.A.
St
(E) x (21000)
2.4 CALCULATION & RESULTS
Course # Liquid Liquid Height of t.design t.hydro. t.used

from bottom height height each (td) (tt) (t) RESULTS
bottom (H) (H) Course
of tank mm ft mm (mm) (mm) (mm)
1 11500 37.73 #REF! #REF! #REF! 5.00 = #REF!

2 #REF! #REF! #REF! #REF! #REF! 5.00 = #REF!
By one foot method. See sec. 3.6.3.2
04/24/2019
3.0 BOTTOM PLATE DESIGN

3.1 Minimum thickness as per API 650 Clause 3.4.1 = 6.00
Corrosion allowance , c.a. = 0.00
Minimum thickness required = 6.00
Therefore, use thickness of 6 mm (tb) is satisfactory.
3.2 ANNULAR BOTTOM PLATE DESIGN:

3.3 As per API 650 Add. 2 Sect. 5.11.2;
Minimum Annular plate Width shall be = 215 tb 380.40
(GH)^0.5
or a Minimum of 600.0
Annular Plate width provided 700

Where: tb = Annular plate thickness, mm
H = maximum Design Liquid level, Meter
G = liquid Specific gravity Therefore satisfactory.
4.0 MINIMUM ROOF THICKNESS

Corrosion allowance, c.a. = 0.00
Therefore , use thickness of 5.00 mm is satisfactory.
4.2 SELF SUPPORTED CONE ROOF

(1) Minimum thickness shall be the greater of the followings (a) and (b) :-
(a) Minimum thickness as per API 650 Clause 3.10.2 = 4.76
(b) Minimum thickness, ( clause 3.10.6.1 )
Di
tmin = = 4.23
400 sin ß°
ß° = Roof slope = 15.00
Minimum thickness required (max. of (a) & (b)) = 4.76
4.3 CHECK FOR ROOF LOADING

Roof plate weight , @ assume Roof thk = 5.00 mm,wr = 0.000385
Vacuum pressure , Va = 0.000000
Uniform live load , wl @ 25.00 lbs/ft² = 0.001196
Add. live load exceeding 122 kg/m², wa @ 0.00 lbs/ft² = 0.000000
Total live load plus dead loads, wld = 0.0016
= 33.05
< 45.00
The roof plate shall be increased by the following ratio , k = 1.00
Minimum thickness required, tmin = 4.76
Therefore, minimum thickness ( + corrosion allowance ) = 4.76
(2) Maximum thickness = 6.00
Therefore , use thickness of 5 mm is satisfactory.
04/24/2019
5.0 DESIGN OF ROOF-TO-SHELL JUNCTION - APPENDIX F

Roof thickness, tr = 5.00
Roof slope, ß ( 9.5° < ß < 37° ) = 15.00
Top curb angle used : L 75 x 75 x 6
Unit weight , wtca = 5.91
Leg length, L = 75
Leg thickness, t ( corroded ) = 6
Section modulus, Za ( corroded ) = 7100
Cross sectional area of angle , A ( corroded ) = 703
Wh = lesser of [ 0.3 R2.th ] or [ 304.8 mm ]

= 67.56 mm th =
5.00 mm
6.00 mm
t=
Wc.min = 75 R2 = Rc / sinß
mm = 10142 mm
Rc = 2625 mm
Wc = 0.6 Rc.tt.corr
= 75 mm tt.corr = 3.00 mm
Total shaded area resisting the compressive force,

Aa = Wh.th + Wc.tt.corr + A = 1,266
04/24/2019
5.1 MINIMUM REQUIRED COMPRESSION AREA AT THE ROOF TO SHELL JUNCTION

D²
Ar = = 247
3000.sin ß°
where
D = Nominal tank diameter = 17.22
Since Ar < Aa, therefore it is satisfactory.
5.2 CHECK FOR MAXIMUM DESIGN PRESSURE

0.245.W 0.735.M
P.max = + 8.th - = 715.84
D² D³
where
W =Total weight of shell and any framing(not roof plates) = 345980
supported by the shell & roof
th = Roof plate thickness = 0.20
M = Wind moment = 2
Since Pi > P, therefore it is not satisfactory !!!
6.0 INTERMEDIATE WIND GIRDER DESIGN

6.1 Maximum Height Of The Unstiffened Shell
100tt.corr ³ 100 ²
H1 = 6(100tt.corr) x x k = 12,659
D V
where
tt.corr = Thickness of the top shell course (corroded) = 0.12
V = Wind design speed ( @ 44.00 m/s ) = 98.43
k = Yield strength reduction factor ( Appendix M ) = 1.00
6.2 Location Of Intermediate Wind Girder
Course Thickness. Actual Width Transposed Width

t.corr W Wtr =W(tt.corr / t.corr)^2.5
(mm) (mm) (mm)
1 (bottom) 5.00 16500 4601

2 5.00 16500 4601
3 5.00 16500 4601
4 4.00 16500 8038
5 4.00 16500 8038
6 4.00 16500 8038
7 3.00 16500 16500
8 3.00 16500 16500
0.00 #DIV/0!
0.00 #DIV/0!
#VALUE! #VALUE!
#VALUE! #VALUE!
0.00 #DIV/0!
0.00 #DIV/0!
#VALUE! #VALUE!
Height of transformed shell, H2 = 70917
04/24/2019
REMARK : Let all 'Wtr' equal to zero for 'negative' t.corr
Since H1 < H2 , therefore an intermediate wind girder is required.
No of Wind Girder required = H2 / H1 = 6.0

THEREFORE , NO OF WIND GIRDER REQUIRED = 6.0
LOCATION EQUA SPACED OF STIFFENER RING = 1917
04/24/2019
7.0 WIND DESIGN CALCULATION

Design code : ASCE -7
7.1 GEOMETRIC DATA

Internal design pressure, Pi @ 833.9 mbar = 0.08339
Diameter of tank, Di = 0
Tank height , Hs = 11500
Roof slope, ß° = 15.00
Roof height, Hr = 0
Height from tank bottom to shell centre, Ls = 5750
Height from tank bottom to roof centre,Lr = 11500
Min. depth of product ( always present in tank) , Hw = 50
Weight of tank,Wt (@ #REF! kg) = #REF!
Weight of product ( always present in tank) , Ww = 0
7.2 WIND FORCE CALCULATIONS

The wind loading shall be determined as follows : -
H = P.A.C.I N
where
P = Wind dynamic pressure ( N/m² ) = 900
Cr = Shape factor for roof = 0.75

Cs = Shape factor for shell = 0.75
Ar = Projected area of roof ( = 0.5.Di.Hr ) = 0

As = Projected area of shell ( = Di.Hs ) = 0
I = Appurtenances = 1.18
Total wind load exerted on roof, Fr = 0

Total wind load exerted on shell, Fs = 1
Total wind moment on tank, Mwind ( = Fr.Lr + Fs.Ls ) = 2.98E+03
04/24/2019
7.3 TANK STABILITY AGAINST WIND LOADING

7.3.1 CASE 1 - EMPTY CONDITION
Resistance to overturning moment,
Mres. = 0.5Di.( Wt - 0.25 p Di².Pi ) = #REF!
Safety factor, Sa ( = Mres./Mwind ) = #REF!

### 1.50
Since Sa #REF! 1.5, therefore the tank is structurally
#REF! Tank anchorage is #REF!
7.3.2 CASE 2 - OPERATING CONDITION

Mres. = 0.5Di.( Wt + Ww - 0.25 p Di².Pi ) = #REF!
Safety factor, Sa ( = Mres./Mwind ) = #REF!

### 1.50
Since Sa #REF! 1.5, therefore the tank is structurally
#REF! Tank anchorage is #REF!
7.4 ANCHOR BOLT DESIGN

7.4.1 GEOMETRIC DATA
Number of bolts , N = 35
Diameter of anchor bolt, d = 30
Diameter of anchor bolt, d.corr ( less c.a.@ 0.00 mm) = 30
Bolts circle diameter, Da = 5370
Root area of each hold down bolt, Ab = 707
Spacing between anchor bolts, Sb = 482
7.4.2 BOLT MECHANICAL PROPERTIES

Allowable stress, St.all = 103.00
7.4.3 ANCHOR BOLTS DESIGN

Tensile force,
1 4.Mwind Pi. pDi²
T= - Wt - = #REF!
N Da 4
Tensile stress,
T
sb = = #REF!
Ab
Since sb #REF! St.all, therefore the anchor bolt size is ###
04/24/2019
8.0 WEIGHT CALCULATION

8.1 General
Design code : API 650
Service : Water Tank
Item number : -
Type of tank : Self Supported
Cone Roof
Inside diameter, Di = 5250
Tank height, H = 11500
Density of steel = 8000
8.2 ERECTION WEIGHT

8.2.1 Weight of bottom plate
Material : A 304L
Diameter of bottom plate = 5300
Bottom plate thickness = 6
Weight of bottom plate = 1,059
8.2.2 Weight of shell
Course Material Height Length Thickness weight

No. (mm) (mm) (mm) (kg)
1 (bottom) A 304L #REF! 16500 5.00 #REF!

2 A 304L #REF! 16500 5.00 #REF!
3 A 304L #REF! 16500 5.00 #REF!
4 A 304L #REF! 16500 4.00 #REF!
5 A 304L #REF! 16500 4.00 #REF!
6 A 304L #REF! 16500 4.00 #REF!
7 A 304L #REF! 16500 4.00 #REF!
8 A 304L #REF! 16500 4.00 #REF!
9 A 304L 0 16500 4.00 0
10 A 304L 0 16500 4.00 0
11 A 304L 0 16500 4.00 0
Total weight of shell = #REF!
04/24/2019
8.2.3 Weight of roof plate

Material : A 304L
Roof plate thickness, tr = 5.00
Length of slope = 2718
Area of roof plate = 23201760
Weight of roof plate = 928
8.2.4 Weight of top curb angle

Material : A 304L
Angle size : L 75 x 75 x 6
Length of top curb angle = 16493
Unit weight, wtca = 5.91
Weight of top curb angle = 97
Total Erection Weight, We @ ( 10.00 % additional weight ) = #REF!
8.3 OPERATING WEIGHT

8.3.1 Weight of liquid
Specific gravity of liquid = 1.00
Maximum design liquid level = 10000
Volume of liquid in tank = 216
Weight of liquid, Wliq. = 216,475
Total operating weight , Wo ( = We + Wliq. ) = #REF!
8.4 HYDROSTATIC TEST WEIGHT

8.4.1 Weight of water
Specific gravity of water = 1.00
Height of water = 11500
Volume of water in tank = 249
Weight of water, Wh2o = 248,947
Total hydrostatics test weight , Wh ( = We + Wh2o ) = #REF!
04/24/2019
Self Supported
mm
mm
m³
mm
mbar.g.
°C
04/24/2019
mm
mm
N/mm²
N/mm²
N/mm²
N/mm²
ft
ft
in
psi
psi
04/24/2019
mm
mm
mm
mm
mm
mm
mm
mm
mm
mm
mm
°
mm
N/mm²
N/mm²
N/mm²
N/mm²
N/mm²
lbs/ft²
lbs/ft²
mm
mm
mm
mm
04/24/2019
mm
°
L 75 x 75 x 6
kg/m
mm
mm
mm³
mm²
mm²
04/24/2019
mm²
ft
mbar
lbs
in
lbs.ft
mm
in
ft
miles/hr
04/24/2019
N/mm²
mm
mm
°
mm
mm
mm
mm
N
N
m²
m²
N
N
Nmm
04/24/2019
Nmm
Nmm
mm
mm
mm
mm²
mm
N/mm²
N/mm²
04/24/2019
Self Supported
mm
mm
kg/m³
mm
mm
kg
kg
04/24/2019
mm
mm
mm²
kg
L 75 x 75 x 6
mm
kg/m
kg
kg
mm
m³
kg
kg
mm
m³
kg
kg
04/24/2019
STORAGE TANK DESIGN CALCULATION
WHITE LIQUOR TANKS PROJECT
BHADRACHALAM, SARAPAKA, Bhadradri-Kothagudem D
Telangana, India. Pin:507128
Project No: P19006
Document No: P19006GEDCGB1001E
Tank Capacity Calculation:
Tank inside Diameter: = 10.5 M
Total Height of the tank: = 18 M
Course Width = 1.8 M
No of courses = 10 Nos
Tank Overflow Pipe Size: = 250 NB
Centre Line of Overflow from Top: = 0.3 M 300 mm
Overfill Protection: = 0.3 M 300 mm
Minimum Fill level: = 1.6 M
Total Filled Height: = 17.4 M
Net Filled Height: = 15.8 M
Tank Nominal Capacity = 1558.62 Cu.M
Top-Up Volume: = 1506.67 Cu.M
Usable Volume = 1368.12 Cu.M
Capacity: ~ 1350 Cu.M
GE TANK DESIGN CALCULATION
TE LIQUOR TANKS PROJECT Temp factor
, SARAPAKA, Bhadradri-Kothagudem Dist., 94 0.91
angana, India. Pin:507128 150 0.88
Date: 5/4/2019 200 0.85
Rev: A 260 0.8
10 78.53982 31.41593
10.5 86.59015 32.98672
90.703%
110.250% 1.570796
0.975913
API650-DESIGN CALCULATION Page 27

BHADRACHALAM, SARAPAKA, Bhadradri-Kothagudem Dist.,
Project No: P19006 Date: 5/4/2019
Document No: P19006GEDCGB1001E Rev: A
1.0 DESIGN CODE & SPECIFICATION : API 650 12th Edition
1.1 TANK
Service : White Liquor
Item number
Type of tank : Conical Roof
1.2 GEOMETRIC DATA

Outside diameter , Do 32.87 ft = 10020
Tank height , H 59.05 ft = 18000
Specific gravity of operating liquid , S.G. = 1.23
Nominal capacity , M = 1412.59
Tank min. free board space 0.00
Maximum design liquid level, HL = 18000
1.3 PRESSURE & TEMPERATURE

Design pressure : Upper , PU = 18000 mm H2O = 1765.8
: Lower , PL = 500 mm H2O = 50.0
= 5.0
Design temperature : Upper , TU = 130

(As per Table S-2a )
Tensile Stress Yield Stress Corr. Allow.

Component Material
St (N/mm²) Sy (N/mm²) c.a.(mm)
PLATE
Shell Plate A 304L 485.00 170.00 0.00
Bottom Plate A 304L 485.00 170.00 0.00
Roof Plate A 304L 485.00 170.00 0.00
Rafters and rood
A 304 515.00 205.00 0.00
Supports
Wind Griders
A 305 515.00 205.00 0.00
and Stiffeners
04/24/2019

04/24/2019

2.0 SHELL DESIGN THICKNESS CALCULATION
2.1 GEOMETRIC DATA
Plate width used 103.32 ft : 31491
Plate height 5.91 ft : 1800

Material used : A 304L
Specified minimum tensile stress, Ss = 485.0
Specified minimum yield stress, Sy = 170.0
Yield strength reduction factor, k ( Appendix M ), Interpolated = 0.89
Design yield stress, Sy = 151.4
Joint Efficiency, E = 0.85
Max.allowable design stress,Sd = 119.00
Max.allowable hydro. test stress,St = 155.00
(As per Table S-2a )
2.3 TANK SHELL THICKNESS CALCULATION
D = Inside diameter of tank 9996 mm = 32.80
H = Design liquid level 18000 mm = 59.05
G = Specific gravity of liquid = 1.23
c.a. = corrosion allowance 0 mm = 0.00
Sd = Allow. stress for design condition 119 N/mm² = 17260
St = Allow. stress for hydrostatic test condition 155 N/mm² = 22481
(2,6) x (D) X (H - 1) x (G)

Shell Thk at design condition (td) = t= + C.A.
Sd
(E) x (21000)
(2,6) x (D) X (H - 1) x (G)
Shell Thk at hydrotest condition (tt) = t= + C.A.
St
(E) x (21000)
(As per 5.6.3.2)
2.4 CALCULATION & RESULTS
Course # Liquid Liquid Height of t.design t.hydro. t.used

from bottom height height each (td) (tt) (t) RESULTS
bottom (H) (H) Course
of tank mm ft mm (mm) (mm) (mm)
1 18000 59.06 1800 10.54 7.25 12.00 = O.K.

2 16200 53.15 1800 9.47 6.58 12.00 = O.K.
3 14400 47.24 1800 8.40 5.91 12.00 = O.K.
4 12600 41.34 1800 7.32 5.24 12.00 = O.K.
5 10800 35.43 1800 6.25 4.57 12.00 = O.K.
6 9000 29.53 1800 5.18 3.90 12.00 = O.K.
7 7200 23.62 1800 4.11 3.23 12.00 = O.K.
8 5400 17.72 1800 3.04 2.56 12.00 = O.K.
9 3600 11.81 1800 1.96 1.89 12.00 = O.K.
10 1800 5.91 1800 0.89 1.23 12.00 = O.K.
Tank Total Height 18000 =
04/24/2019

By one foot method. See sec. 5.6.3.2
04/24/2019

3.0 BOTTOM PLATE DESIGN
Corrosion allowance , c.a. = 0.00
Therefore, use thickness of 6 mm (tb) is satisfactory.
3.2 ANNULAR BOTTOM PLATE DESIGN:

3.3 As per API 650 Add. 2 Sect. 5.11.2;
Minimum Annular plate Width shall be = 215 tb 274.16
(GH)^0.5
or a Minimum of 8 600.0
Annular Plate width provided 700
Where: tb = Annular plate thickness, mm 136.164944
H = maximum Design Liquid level, Meter
G = liquid Specific gravity
Therefore, Bottom plate thickness = satisfactory.
4.0 MINIMUM ROOF THICKNESS
Therefore , use thickness of 6 mm is satisfactory.
4.2 CHECK FOR ROOF LOADING

Roof plate weight , @ assume Roof thk = 6 mm,wr = 0.000462
Vacuum pressure , Va 500 mm Wc = 0.004903
Uniform live load , wl @ 25.00 lbs/ft² = 0.001196
Add. live load exceeding 122 kg/m², wa @ 12.00 lbs/ft² = 0.000574
Total live load plus dead loads, wld = 0.0071
= 149.14
> 45.00
4.3 SELF SUPPORTED CONE ROOF CHECK
(1) Minimum thickness shall be the greater of the followings (a) and (b) :-
(a) Minimum thickness as per API 650 Clause 3.10.2 = 5.00
(b) Minimum thickness, ( clause 3.10.6.1 )
tmin = 15.99
Roof Slope 1 : 16
ß° = Roof slope = 7.50
Minimum thickness required (max. of (a) & (b)) = 15.99
The roof plate shall be increased by the following ratio , k = 1.82
Minimum thickness required, tmin = 29.11
Therefore, minimum thickness ( + corrosion allowance ) = 29.11
(2) Provided thickness = 6.00
Therefore for the thickness of 6 mm Use Rafters for roof support

4.4 RAFTER SPACING FOR ROOF
Minimum Rafter Spacing b= 1080.00
04/24/2019

Recommended Rafter Spacing 1000
5.0 External Pressure Check

1.03
W = Maximum Wind Pressure =
10.29
Ps = Total External pressure for Shell = 60.29
6.03
ᵠ = Stability Factor 3.00
Tank Code Check for external pressure as per V8.1.1 Satisfied, Design as per API 65
External Siffeners Requirement Calculation
Shell Stiffener requirement as per Cl. V 8.1.2 provide stiffener
Minimum Spacing of intermediate Stiffeners: H Safe = 11.00
Stiffener Spacing Considered 1.00
Number of Intermediate Stiffeners required = 18.00
Radial Load on the Stiffener = 66315.08
Shell Contribution Length in Stiffening = 146.94
Moment of inertia Required of the Intermediate Stiffener 38.92
Stiffening Section recommended L75x75x6
6.0 INTERMEDIATE WIND GIRDER DESIGN
( Maximum Height Of The Unstiffened Shell )
100tt.corr ³ 100 ²
H1 = 6(100tt.corr) x x k = 136784.59
D V
where
tt.corr = Thickness of the top shell course (corroded) = 0.47
V = Wind design speed ( @ 44.00 m/s ) = 98.43
k = Yield strength reduction factor ( Appendix M ) = 0.89
4.3 Location Of Intermediate Wind Girder
Course Thickness. Actual Width Transposed Width

t.corr W Wtr =W(tt.corr / t.corr)^2.5
(mm) (mm) (mm)
1 (bottom) 12.00 1800 1800

2 12.00 1800 1800
3 12.00 1800 1800
4 12.00 1800 1800
5 12.00 1800 1800
6 12.00 1800 1800
7 12.00 1800 1800
8 12.00 1800 1800
9 12.00 1800 1800
04/24/2019

10 12.00 1800 1800
Height of transformed shell, H2 = 18000
REMARK : Let all 'Wtr' equal to zero for 'negative' t.corr
Since H1 > H2 , therefore an intermediate wind girder is not required.
No of Wind Girder required = H2 / H1 = 0.0

THEREFORE , NO OF WIND GIRDER REQUIRED = 0.0
5.0 WIND DESIGN CALCULATION

Design code : ASCE -7
5.1 GEOMETRIC DATA

Internal design pressure, Pi @ 1765.8 mbar = 0.17658
Diameter of tank, Di = 9996
Tank height , Hs = 18000
Roof height, Hr = 428
Height from tank bottom to shell centre, Ls = 9000
Height from tank bottom to roof centre,Lr = 18428
Min. depth of product ( always present in tank) , Hw = 0
Weight of tank,Wt (@ 28,455 kg) = 279,140
Weight of product ( always present in tank) , Ww = 0
5.2 WIND FORCE CALCULATIONS

The wind loading shall be determined as follows : -
H = P.A.C.I N
where
P = Wind dynamic pressure ( N/m² ) = 900
Cr = Shape factor for roof = 0.75

Cs = Shape factor for shell = 0.75
Ar = Projected area of roof ( = 0.5.Di.Hr ) = 2.1

As = Projected area of shell ( = Di.Hs ) = 179.9
I = Appurtenances = 1.18
Total wind load exerted on roof, Fr = 1,704

Total wind load exerted on shell, Fs = 143,313
Total wind moment on tank, Mwind ( = Fr.Lr + Fs.Ls ) = 1.32E+09
6.0 TANK STABILITY AGAINST WIND LOADING

6.1 CASE 1 - EMPTY CONDITION
Mres. = 0.5Di.( Wt - 0.25 p Di².Pi ) = -6.79E+10
04/24/2019

Safety factor, Sa ( = Mres./Mwind ) = 51.37
> 1.50
Since Sa > 1.5, therefore the tank is structurally
stable. Tank anchorage is not required.
6.2 CASE 2 - OPERATING CONDITION

Mres. = 0.5Di.( Wt + Ww - 0.25 p Di².Pi ) = -6.79E+10
Safety factor, Sa ( = Mres./Mwind ) = 51.37

> 1.50
Since Sa > 1.5, therefore the tank is structurally
stable. Tank anchorage is not required.
8.0 WEIGHT CALCULATION

8.1 General
Design code : 0
Service : 0
Inside diameter, Di = 10020
Tank height, H = 18000
Density of steel = 8000
8.2 ERECTION WEIGHT

8.2.1 Weight of bottom plate
Material : A 304L
Diameter of bottom plate = 10120
Bottom plate thickness = 6
Weight of bottom plate = 3,861
8.2.2 Weight of shell
Course Material Height Length Thickness weight

No. (mm) (mm) (mm) (kg)
1 (bottom) A 304L 1800 31491 12.00 5,442
2 A 304L 1800 31491 12.00 5,442
Total weight of shell = 21,767
8.2.3 Weight of head

Material : A 304L
Head plate thickness, tr = 6
Weight of roof plate = 264
Total Erection Weight, We @ ( 10.00 % additional weight ) = 28,455
8.3 OPERATING WEIGHT

8.3.1 Weight of liquid
Specific gravity of liquid = 1.23
04/24/2019

Maximum design liquid level = 18000
Volume of liquid in tank = 1419
Weight of liquid, Wliq. = 1,745,834
Total operating weight , Wo ( = We + Wliq. ) = 1,774,289
8.4 HYDROSTATIC TEST WEIGHT

8.4.1 Weight of water
Specific gravity of water = 1.00
Height of water = 18000
Volume of water in tank = 1419
Weight of water, Wh2o = 1,419,377
Total hydrostatics test weight , Wh ( = We + Wh2o ) = 1,447,832
04/24/2019
5/4/2019
A
mm
mm
m³
mm
mbar.g.
mbarg.Vac
KPA
°C
Mod. Elas.
MPA
199000.00
199000.00
199000.00
199000.00
04/24/2019
5/4/2019
A
mm
mm
N/mm²
N/mm²
N/mm²
N/mm²
N/mm²
ft
ft
in
psi
psi
04/24/2019
5/4/2019
A
04/24/2019
5/4/2019
A
mm
mm
mm
mm
mm
mm
mm
mm
mm
N/mm²
N/mm²
N/mm²
N/mm²
N/mm²
lbs/ft²
lbs/ft²
mm
mm
°
mm
mm
mm
mm
mm
mm
04/24/2019
5/4/2019
A
mm
kpa
mbar
kpa
Satisfied, Design as per API 650
M
M
Nos.
mm
mm
in
ft
miles/hr
04/24/2019
5/4/2019
A
N/mm²
mm
mm
mm
mm
mm
mm
N
N
m²
m²
N
N
Nmm
Nmm
04/24/2019
5/4/2019
A
Nmm
mm
mm
kg/m³
mm
mm
kg
kg
mm
kg
kg
04/24/2019
5/4/2019
A
mm
m³
kg
kg
mm
m³
kg
kg
04/24/2019

Storage Tank Design

Uploaded by

Document Informationclick to expand document information

Copyright:

Available Formats

Storage Tank Design

Uploaded by

Document Information

Original Description:

Copyright

Available Formats

Share this document

Share or Embed Document

Sharing Options

Did you find this document useful?

Is this content inappropriate?

Copyright:

Available Formats

Storage Tank Design

Uploaded by

Copyright:

Available Formats

TABLE OF CONTENT

1 DESIGN CODE & SPECIFICATION 1 1

2 SHELL DESIGN THICKNESS CALCULATION 1 2

6 INTERMEDIATE WIND GIRDER DESIGN 1 6

7 WIND DESIGN & ANCHOR BOLT CALCULATION 1 7

1 DESIGN CODE & SPECIFICATION 1 1

2 SHELL DESIGN THICKNESS CALCULATION 1 2

10 TANK STABILITY AGAINST WIND LOADING 5 16

12 SLING & WIRE ROPE CALC (SKID) 1 22

13 COG CALCULATION FROM CADWORK 3 23

14 ALLOWABLE STRESS REFERENCE 1 26

STORAGE TANK DESIGN CALCULATIONS

1.0 DESIGN CODE & SPECIFICATION

1.3 PRESSURE & TEMPERATURE

1.4 MATERIAL & MECHANICAL PROPERTIES

Tensile Stress Yield Stress Corr. Allow.

2.0 SHELL DESIGN THICKNESS CALCULATION

2.2 MATERIAL & MECHANICAL PROPERTIES

Yield strength reduction factor, k ( Appendix M ) = 1.00

2.3 TANK SHELL THICKNESS CALCULATION

(2,6) x (D) X (H - 1) x (G)

2.4 CALCULATION & RESULTS

Course # Liquid Liquid Height of t.design t.hydro. t.used

1 11500 37.73 #REF! #REF! #REF! 5.00 = #REF!

3.0 BOTTOM PLATE DESIGN

3.2 ANNULAR BOTTOM PLATE DESIGN:

Annular Plate width provided 700

4.0 MINIMUM ROOF THICKNESS

4.2 SELF SUPPORTED CONE ROOF

4.3 CHECK FOR ROOF LOADING

(2) Maximum thickness = 6.00

Therefore , use thickness of 5 mm is satisfactory.

5.0 DESIGN OF ROOF-TO-SHELL JUNCTION - APPENDIX F

Wh = lesser of [ 0.3 R2.th ] or [ 304.8 mm ]

Total shaded area resisting the compressive force,

5.1 MINIMUM REQUIRED COMPRESSION AREA AT THE ROOF TO SHELL JUNCTION

5.2 CHECK FOR MAXIMUM DESIGN PRESSURE

6.0 INTERMEDIATE WIND GIRDER DESIGN

6.2 Location Of Intermediate Wind Girder

Course Thickness. Actual Width Transposed Width

1 (bottom) 5.00 16500 4601

REMARK : Let all 'Wtr' equal to zero for 'negative' t.corr

Since H1 < H2 , therefore an intermediate wind girder is required.

No of Wind Girder required = H2 / H1 = 6.0

7.0 WIND DESIGN CALCULATION

7.1 GEOMETRIC DATA

7.2 WIND FORCE CALCULATIONS

Cr = Shape factor for roof = 0.75

Ar = Projected area of roof ( = 0.5.Di.Hr ) = 0

Total wind load exerted on roof, Fr = 0

Total wind moment on tank, Mwind ( = Fr.Lr + Fs.Ls ) = 2.98E+03

7.3 TANK STABILITY AGAINST WIND LOADING

Safety factor, Sa ( = Mres./Mwind ) = #REF!

7.3.2 CASE 2 - OPERATING CONDITION

Safety factor, Sa ( = Mres./Mwind ) = #REF!

7.4 ANCHOR BOLT DESIGN

7.4.2 BOLT MECHANICAL PROPERTIES

7.4.3 ANCHOR BOLTS DESIGN