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

6 WEIGHT CALCULATION 2 7
Until page PAGE

1 1

2 2
3 3
4 4
6 5-6

8 7-8
 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

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2.0 SHELL DESIGN THICKNESS CALCULATION

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

2.2 MATERIAL & MECHANICAL PROPERTIES

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!
3 #REF! #REF! #REF! #REF! #REF! 5.00 = #REF!
4 #REF! #REF! #REF! #REF! #REF! 4.00 = #REF!
5 #REF! #REF! #REF! #REF! #REF! 4.00 = #REF!
6 #REF! #REF! #REF! #REF! #REF! 4.00 = #REF!
7 #REF! #REF! #REF! #REF! #REF! 3.00 = #REF!
8 #REF! #REF! #REF! #REF! #REF! 3.00 = #REF!
By one foot method. See sec. 3.6.3.2

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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

4.1 Minimum thickness as per API 650 Clause 3.10.2 = 4.70
Corrosion allowance, c.a. = 0.00
Minimum thickness required = 4.70
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
Corrosion allowance, c.a. = 0.00
Therefore, minimum thickness ( + corrosion allowance ) = 4.76

(2) Maximum thickness = 6.00

Therefore , use thickness of 5 mm is satisfactory.

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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

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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
D = Nominal tank diameter = 17.22
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

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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

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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

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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

Resistance to overturning moment,
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 ###

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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!

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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!

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Self Supported

mm
mm

m³
mm

mbar.g.
°C

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mm
mm

N/mm²
N/mm²

N/mm²
N/mm²

ft
ft

in
psi
psi

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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

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mm
°
L 75 x 75 x 6
kg/m
mm
mm
mm³
mm²

mm²

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mm²

ft

mbar

lbs

in
lbs.ft

mm

in
ft
miles/hr

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N/mm²
mm
mm
°
mm
mm
mm
mm
N
N

m²
m²

N
N

Nmm

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Nmm

Nmm

mm
mm
mm
mm²
mm

N/mm²

N/mm²

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Self Supported

mm
mm
kg/m³

mm
mm
kg

kg

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mm
mm
mm²
kg

L 75 x 75 x 6
mm
kg/m
kg

kg

mm
m³
kg

kg

mm
m³
kg

kg

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1.0 DESIGN CODE & SPECIFICATION : API 650 12th Edition ADDENDUM-3

1.1 TANK
Service : White Liquor
Item number TANK# 3, TANK #4, Tank #5 & TANK #6 (FUTURE)
Type of tank : Vertical Cylindrical with Conical Roof

1.2 GEOMETRIC DATA

Outside diameter , Do 34.78 ft. = 10600
Tank height , H 18.37 ft. = 5600
Specific gravity of operating liquid , S.G. = 1.23
Nominal capacity , M = 492.69
Tank min. free board space 200.00
Maximum design liquid level, HL = 5400

1.3 PRESSURE & TEMPERATURE

Design pressure : Upper , PU = = 2.0
: Lower , PL = 500 mm H2O = 50.0
= 5.0
Design temperature : Upper , TU = 130
Design liquid Level for tank design = 5566
1.4 MATERIAL & MECHANICAL PROPERTIES
(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 0.08
Bottom Plate A 304L 485.00 170.00 0.08
Roof Plate A 304L 485.00 170.00 0.00
Rafters and roof
A 304 515.00 205.00 0.00
Supports
Wind Girders
A 304 515.00 205.00 0.00
and Stiffeners
Platforms &
A 304 515.00 205.00 0.00
Attachments
Anchor Bolt SA-36 400.00 250.00 3.00

2.0 SHELL DESIGN THICKNESS CALCULATION

2.1 GEOMETRIC DATA
Plate developed Length 109.20 ft. : 33283

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1.0 DESIGN CODE & SPECIFICATION : API 650 12th Edition ADDENDUM-3

1.1 TANK
Service : White Liquor
Item number TANK# 3, TANK #4, Tank #5 & TANK #6 (FUTURE)
Plate Width 4.92 ft. : 1500

2.2 MATERIAL & MECHANICAL PROPERTIES

Material used : A 304L
Specified minimum tensile stress, Ss = 485.0
Specified minimum yield stress, Sy = 170.0

Design yield stress, Sy = 138.2

Joint Efficiency, E = 0.85

Max.allowable design stress,Sd = 122.89
Max.allowable hydro. test stress,St = 145.00
2.3 SPECIFIED MINIMUM SHELL THICKNESS
Minimum thickness 12.00

2.3 TANK SHELL THICKNESS CALCULATION

Sd = Allow. stress for design condition 123 N/mm² = 17824
St = Allow. stress for hydrostatic test condition 145 N/mm² = 21031

Shell Thk at hydro test condition (tt) = t =

(2,6) x (D) X (H - 1) x (G)
(E) x (21000)
St
+ C.A.

2.4 CALCULATION & RESULTS (As per 5.6.3.2)

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

Design Liquid Height
from bottom each (td) (tt) (t) RESULTS

bottom (H) (H) Course

of tank mm ft. mm (mm) (mm) (mm)

1 5566 18.26 1500 3.29 2.85 8.00 = O.K.

2 4066 13.34 1500 2.38 2.21 8.00 = O.K.
3 2566 8.42 1500 1.46 1.58 8.00 = O.K.
4 1066 3.50 1100 0.54 0.78 8.00 = O.K.

on page 3-7 of API - 650

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1.0 DESIGN CODE & SPECIFICATION : API 650 12th Edition ADDENDUM-3

1.1 TANK
Service : White Liquor
Item number TANK# 3, TANK #4, Tank #5 & TANK #6 (FUTURE)
3.1 Minimum thickness as per API 650 Clause S3.1 = 5.00
3.2 ANNULAR BOTTOM PLATE DESIGN:
3.3 As per API 650 Add. 2 Sect. 5.11.2;
Minimum Annular plate Width shall be = 408.69

Annular Plate width provided inside the Tank. 600

H = maximum Design Liquid level, Meter
G = liquid Specific gravity Bottom plate inside width = Satisfactory

4.0 MINIMUM ROOF THICKNESS

4.1 Minimum thickness as per API 650 Clause 3.10.2 = 5.00

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
= 149.14 lbs./ft² > 45.00
Top Compression Ring (Curb Angle) = ISMC-150
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 = 26.59
Roof Slope 1 : 12 ß° = Roof slope = 4.76

Minimum thickness required (max. of (a) & (b)) = 26.59

The roof plate shall be increased by the following ratio , k = 1.82
Corrosion allowance, c.a. = 0.00
Therefore, minimum thickness ( + corrosion allowance ) = 48.41

Therefore for the thickness of 6 mm Use Rafters for roof support

4.4 RAFTER SPACING FOR ROOF
Minimum Rafter Spacing b= 1030.00
Recommended Rafter Spacing 1000
Recommended Rafter Sections; Radial MC-150 Transverse L75X75X8
4.5 Internal Pressure Check
Roof Compression Angle L100x100x10 A = 2901

Maximum Internal Design Pressure = 2.56

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1.0 DESIGN CODE & SPECIFICATION : API 650 12th Edition ADDENDUM-3

1.1 TANK
Service : White Liquor
Item number TANK# 3, TANK #4, Tank #5 & TANK #6 (FUTURE)

1.08
W = Maximum Wind Pressure on shell =
10.76
Tank Code Check for external pressure as per V8.1.1 Satisfied, Design as per API 65
where
tt.corr = Thickness of the top shell course (corroded) = 0.00
D = Nominal tank diameter = 34.78
V = Wind design speed ( @ 45.00 m/s ) = 100.67
= 162.00
Sd =Allowable stress for Stiffener (Interpolated) = 141.82
Fy = Design Yield strength of Shell 138.23
Fy = Design Yield strength of Stiffener Ring 162.69
E = Modulus of Elasticity 186000.00

Course Thickness. Actual Width Transposed Width

t.corr W Wtr =W(tt.corr / t.corr)^2.5
(mm) (mm) (mm)

1 (bottom) 7.92 1500 1500

2 7.92 1500 1500
3 7.92 1500 1500
4 7.92 1100 1100

Required Minimum Spacing of intermediate Stiffeners: H Safe = 4.00

Number of Intermediate Stiffeners required = 5.00
Radial Load on the Stiffener = 8749.34
Crossection area required = 0.62
Shell Contribution Length in Stiffening = 124.00
Moment of inertia Required of the Intermediate Stiffener 87.54
Moment of inertia provided 114.00
Stiffening Section recommended L75x75x8 A = 8.66
Circumfrencial Stiffener Area Check Accepted
Or Equivalent

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1.0 DESIGN CODE & SPECIFICATION : API 650 12th Edition ADDENDUM-3

1.1 TANK
Service : White Liquor
Item number TANK# 3, TANK #4, Tank #5 & TANK #6 (FUTURE)
5.0 WIND DESIGN CALCULATION
Design code : ASCE -7

5.1 GEOMETRIC DATA

Tank height , Hs = 5600
Roof slope, ß° = 4.76
Roof height, Hr = 428
Height from tank bottom to shell center, Ls = 2800
Height from tank bottom to roof centre,Lr = 6028
Min. depth of product ( always present in tank) , Hw = 100
Weight of tank,Wt (@ 29,886 kg) = 293,177
Weight of product ( always present in tank) , Ww = 106,161

5.2 WIND FORCE CALCULATIONS

The wind loading shall be determined as follows : -
H = P.A.C.I N
where
Cr = Shape factor for roof = 0.75
Cs = Shape factor for shell = 0.60

Ar = Projected area of roof ( = 0.5.Di.Hr ) = 2.3

As = Projected area of shell ( = Di.Hs ) = 59.3

I = Appurtenances = 1.18

Total wind load exerted on roof, Fr = 1

Total wind load exerted on shell, Fs = 29

Total wind moment on tank, Mwind ( = Fr.Lr + Fs.Ls ) = 8.91E+04

5.3.1 CASE 1 - EMPTY CONDITION

Resistance to overturning moment,
Mres. = 0.5Di.( Wt - 0.25 p Di².Pi ) = 1.55E+09

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

Resistance to overturning moment,

Mres. = 0.5Di.( Wt + Ww - 0.25 p Di².Pi ) = 2.11E+09

Safety factor, Sa ( = Mres./Mwind ) = 0.00

< 1.50
Since Sa < 1.5, therefore the tank is structurally
unstable. Tank anchorage is required for this case !!!

6.0 Seismic calculations

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1.0 DESIGN CODE & SPECIFICATION : API 650 12th Edition ADDENDUM-3

1.1 TANK
Service : White Liquor
Item number TANK# 3, TANK #4, Tank #5 & TANK #6 (FUTURE)

Ks = 0.6
Tc = 111.8914002
=
H/r = 0.264150943
Ci = 6.97
Cc = 1.52
= 0.000195295
= 0.466864289
Total Liquid mass Ml = 637,733
Mi/Ml = 0.548
Mc/Ml = 0.452
Mi = 349477.8087

Mc = 288255.4189

Hi/H = 0.419

Hc/H = 0.616
Hi`/H = 0.721
Hc`/H = 0.785
Spectral Acceleration Response, Se, Timp = 0.84
Spectral Acceleration Response, Se, Tcon = 0.84
Base Shear Q =
= 1.11E+06
Site Coefficient = 1.2
Hi = 2.3464
Hc = 3.4496
Hi` = 4.0376
Hc` = 4.396
Mrw = 1.25E+06
M`Rw = 1.95E+06
mw= = 13,747
Mr = 8,732
hr = 3.694679454
Hw = 3.2

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1.0 DESIGN CODE & SPECIFICATION : API 650 12th Edition ADDENDUM-3

1.1 TANK
Service : White Liquor
Item number TANK# 3, TANK #4, Tank #5 & TANK #6 (FUTURE)
7.0 WEIGHT CALCULATION
7.1 General
Design code : API 650.
Service : White Liquor
Item number : 0
Type of tank : 0
0
Inside diameter, Di = 10600
Tank height, H = 5600
Density of steel = 8000
Material : A 304L
Diameter of bottom plate = 10000
Bottom plate thickness = 6
Weight of bottom plate = 3,958

7.2.2 Weight of bottom Annular plate

Material : A 304L
Outside Diameter of bottom Annular plate = 10716
Bottom plate thickness = 8
Weight of bottom plate = 888
7.2.3 Weight of shell

Course Material Height Length Thickness weight

No. (mm) (mm) (mm) (kg)
1 (bottom) A 304L 1500 33283 8.00 3,195
3 A 304L 1500 33283 8.00 3,195
4 A 304L 1100 33283 8.00 2,343

Weight of roof plate = 930

7.2.6 Weight of Roof

Material : A 304L
Roof plate thickness, tr = 6
Length of slope = 5318

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1.0 DESIGN CODE & SPECIFICATION : API 650 12th Edition ADDENDUM-3

1.1 TANK
Service : White Liquor
Item number TANK# 3, TANK #4, Tank #5 & TANK #6 (FUTURE)
7.2.7 Weight of top curb angle
Material : A 304L
Angle size : L100x100x10
Length of top curb angle = 33630
Unit weight, wtca = 14.90
Weight of top curb angle = 501
7.2.8 Weight of Rafters
Material : A 304L
Radial Rafter : ISMC-150
Length of Radial Rafters = 106
Unit weight, wtca = 13.20
Circumfrencial L75X75X8
Length of Circumferential Rafters = 289
Unit weight, wtca = 8.90
Weight of Roof rafters = 3,965
7.2.9 Weight of Platform
Material : SS 304
longitudinal Members ISMC-150 48 M : 787.20
Cross Members & legs ISMC-100 24 = 230.40
Grating 35 Kg /Sq. 12 M L X 2.4 M Wide = 1008.00
Total weight of Platform = 2,026

Total Erection Weight, We @ ( 5% additional weight ) = 29,886

7.3 OPERATING WEIGHT

7.3.1 Weight of liquid
Specific gravity of liquid = 1.23
Maximum design liquid level = 5600
Volume of liquid in tank = 494
Weight of liquid, Wliq. = 607,848

Total operating weight , Wo ( = We + Wliq. ) = 637,733

7.4 HYDROSTATIC TEST WEIGHT

7.4.1 Weight of water
Specific gravity of water = 1.00
Height of water = 5600
Volume of water in tank = 494
Weight of water, Wh2o = 494,185

Total hydrostatics test weight , Wh ( = We + Wh2o ) = 524,071

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1.0 DESIGN CODE & SPECIFICATION : API 650 12th Edition ADDENDUM-3

1.1 TANK
Service : White Liquor
Item number TANK# 3, TANK #4, Tank #5 & TANK #6 (FUTURE)
8.0 ANCHOR BOLT DESIGN
8.1 GEOMETRIC DATA
Number of bolts , N = 16
Bolt Selected M27 X 3
Pitch Diameter of anchor bolt, d = 25.051
Diameter of anchor bolt, d.corr ( less c.a.@ & Root 3.00 mm) = 19.051
Bolts circle diameter, Da = 10770
Root area of each hold down bolt, Ab = 285
Spacing between anchor bolts, Sb = 2115

8.2 BOLT MECHANICAL PROPERTIES

Anchor Bolt Material SA-36
Specified Minimum Yield Stress for Anchor Bolt = 250
Yield Strength reduction Factor 408
Allowable stress, St.all = 102000.00

8.3 ANCHOR BOLT DESIGN

PWs wind uplift pressure on roof = 0.69
PWr wind uplift pressure on Shell 1.15
weight of Roof 10,757 Corroded Weight of Roof = 10,757
Weight Of Shell 12,859 Corroded Weight of Shell 12,730
corroded weight of the roof plates +corroded weight of the shell W1 230413.07
corroded weight of shell+ corroded permanent attachments on the shell W2 137370.94
nominal weight of the roof plates plus the nominal weight of the shell W3 230413.07
Design Pressure = 898833.37

Tensile stress, sb = = 161.50

Ab

Since sb < St.all, therefore the anchor bolt size is satisfactory.

Shell Stiffeners
Shell
Section L75x75x8
Nos. 5 Course Diameter Thickness. Width Dev. Length
Roof (mm) (mm) (mm) (mm)
Curb Angle L100x100x10 1 (bottom) 10600 8.00 1500 33326
Plate Thickness 6 mm 2 10600 8.00 1500 33326
Rafters 3 10600 8.00 1500 33326
Radial ISMC-150 4 10600 8.00 1100 33326
Length 108.00
Circumfrencial L75X75X8
Length 294.00

Bottom
Annular Plate 8 mm
Width (Min) 716 mm `@ Butt Weld joints Anchorage 16 Nos. of M27 X 3 Bolts

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1.0 DESIGN CODE & SPECIFICATION : API 650 12th Edition ADDENDUM-3

1.1 TANK
Service : White Liquor
Item number TANK# 3, TANK #4, Tank #5 & TANK #6 (FUTURE)
Bottom Plate Thickness 6 mm

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mm

m³

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°C

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Satisfactory

mm

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mm

mm
°

mm

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mm

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mm

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N/mm²

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Satisfied, Design as per API 650

in
ft.
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Km/Hr
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Mpa

M
Nos.
N
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mm
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mm4
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KNM

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kg

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kg/m

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kg/m
kg

M
kg/m
kg

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kg

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m³
kg

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