DmTank_Ring_Wall_Foundation+&+Annular+Raft

No. 1 2 3 4 5 6 7 8 9 10 11

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

Mark DSW DSA LL EQE EQO EQT W EQ IPO IPT FSL

Unfactored Load Item 701 A1-1 702 A1-2 703 A2-1 704 A2-2 705 B1-1 706 B1-2 707 B2-1 708 B2-2 709 B2-3 710 B2-4 711 B3-1 712 B3-2 713 B3-3 714 B3-4 715 C1-1 716 C1-2 717 C2-1 718 C2-2 719 C2-3 720 C2-4

Short Name

Long Name Ringwall Selfweight Structure Weight excluding Selfweight Live Load Tank Load for Erection Tank Contant Load Tand Hydrotest Load Wind Load Seismic Load Internal Pressure - Operating Internal Pressure - Test Fluid Surge Load

Self Wt Str. Wt Live Load EQ Erection EQ Operation EQ Test Wind Seismic Internal-Op Internal-Test Surge Load

Increase in Soil Bearing Capacity 1.00 1.00 1.00 1.00 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25

Factor of Safety (Overturning) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00

Factor of Safety (Sliding) 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50

702 2 A1-2 1 1 0 1

704 4 A2-2 1 1 0 1

Combination Load for Unfactored Load

1 2 3 4

DSW DSA LL EQE

Self Wt Str. Wt Live Load EQ Erection

701 1 A1-1 1 1 0 1

703 3 A2-1 1 1 0 1

5 6 7 8 9 10 11

EQO EQT W EQ IPO IPT FSL

EQ Operation EQ Test Wind Seismic Internal-Op Internal-Test Surge Load

0.000 0 1 0 0 0 0

0.000 0 -1 0 0 0 0

0.000 0 0 1 0 0 0

0.000 0 0 -1 0 0 0

101 1 A1-1 1.5 1.5 0 1.5 0 0 1.5 0 0 0 0

102 2 A1-2 1.5 1.5 0 1.5 0 0 -1.5 0 0 0 0

103 3 A2-1 1.5 1.5 0 1.5 0 0 0 1.5 0 0 0

104 4 A2-2 1.5 1.5 0 1.5 0 0 0 -1.5 0 0 0

Combination Load for Factored Load

a a b a c d f g n n o

1 2 3 4 5 6 7 8 9 10 11

DSW DSA LL EQE EQO EQT W EQ IPO IPT FSL

Self Wt Str. Wt Live Load EQ Erection EQ Operation EQ Test Wind Seismic Internal-Op Internal-Test Surge Load

Long Name

e Weight excluding Selfweight

ad for Erection

ydrotest Load

Pressure - Operating Pressure - Test

Factor of Safety (Sliding) 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50

705 5 B1-1 1 1 1 1

Factored Load Item 101 A1-1 Erection + Wind 102 A1-2 103 A2-1 Erection + Earthquake 104 A2-2 105 B1-1 Operating w/o Wind 106 B1-2 107 B2-1 Operating + Wind 108 B2-2 109 B2-3 110 B2-4 111 B3-1 Operating + Earthquake 112 B3-2 113 B3-3 114 B3-4 115 C1-1 Test w/o Wind 116 C1-2 117 C2-1 Test + Wind 118 C2-2 119 C2-3 120 C2-4

Erection + Wind Erection + Earthquake Operating w/o Wind Operating + Wind

Operating + Earthquake

Test w/o Wind Test + Wind

706 6 B1-2 1 1 1 1

707 7 B2-1 1 1 1 1

708 8 B2-2 1 1 1 1

709 9 B2-3 1 1 1 1

710 10 B2-4 1 1 1 1

711 11 B3-1 1 1 1 1

712 12 B3-2 1 1 1 1

713 13 B3-3 1 1 1 1

714 14 B3-4 1 1 1 1

1.000 0 0 0 1 0 0

1.000 0 0 0 0 1 0

1.000 0 1 0 1 0 1

1.000 0 -1 0 1 0 1

1.000 0 1 0 0 1 1

1.000 0 -1 0 0 1 1

1.000 0 0 1 1 0 0

1.000 0 0 -1 1 0 0

1.000 0 0 1 0 1 0

1.000 0 0 -1 0 1 0

105 5 B1-1 1.5 1.5 1.5 1.5 1.5 0 0 0 1.5 0 0

106 6 B1-2 1.5 1.5 1.5 1.5 1.5 0 0 0 0 1.5 0

107 7 B2-1 1.2 1.2 1.2 1.2 1.2 0 1.2 0 1.2 0 0

108 8 B2-2 1.2 1.2 1.2 1.2 1.2 0 -1.2 0 1.2 0 0

109 9 B2-3 1.2 1.2 1.2 1.2 1.2 0 1.2 0 0 1 0

110 10 B2-4 1.2 1.2 1.2 1.2 1.2 0 -1.2 0 0 1 0

111 11 B3-1 1.2 1.2 1.2 1.2 1.2 0 0 1.2 1.2 0 0

112 12 B3-2 1.2 1.2 1.2 1.2 1.2 0 0 -1.2 1.2 0 0

113 13 B3-3 1.2 1.2 1.2 1.2 1.2 0 0 1.2 0 1.2 0

114 14 B3-4 1.2 1.2 1.2 1.2 1.2 0 0 -1.2 0 1.2 0

715 15 C1-1 1 1 1 1

716 16 C1-2 1 1 1 1

717 17 C2-1 1 1 1 1

718 18 C2-2 1 1 1 1

719 19 C2-3 1 1 1 1

720 20 C2-4 1 1 1 1

0.000 1 0 0 1 0 0

0.000 1 0 0 0 1 0

0.000 1 1 0 1 0 0

0.000 1 1 0 1 0 0

0.000 1 1 0 0 1 0

0.000 1 1 0 0 1 0

115 15 C1-1 1.2 1.2 1.2 1.2 0 1.2 0 0 1.2 0 0

116 16 C1-2 1.2 1.2 1.2 1.2 0 1.2 0 0 0 1.2 0

117 17 C2-1 1.2 1.2 1.2 1.2 0 1.2 1.2 0 1.2 0 0

118 18 C2-2 1.2 1.2 1.2 1.2 0 1.2 -1.2 0 1.2 0 0

119 19 C2-3 1.2 1.2 1.2 1.2 0 1.2 1.2 0 0 1.2 0

120 20 C2-4 1.2 1.2 1.2 1.2 0 1 -1.2 0 0 1.2 0

CALCULATION

CALCULATION FOR TANK FOUNDATION

4-

-

Item No. Service Type

Document -

4.1-

Refer to Dwg.No. Refer to G.A Dwg No.

LOADING DATA FOUNDATION LOADING WEIGHT SUMMARY

4.2-

Empty Weight Operating Weight Hydrotest Weight Shear Load due to Wind Moment Due to Wind Shear Load due to EQ Moment Due to EQ Live Load

: WE : WO : WT : FW : MW : FS : MS : LL

39 234 8 12.5 32 55 11

kN kN kN kN kN-m kN kN-m kN

TANK DATA

-

Diameter of Tank = D = Bolt Center Dia = BCD =

3.012 3.172

m m

-

Height of Tank = HT =

3.000

m

-

4.3-

MATERIAL SPECIFICATIONS fy

415

MPa

fc'

25 24.00 78.50 18.00 10.00

MPa

g Concrete g Steel g Soil g Water 4.4-

kN/m3 kN/m3 kN/m3 kN/m3

SOIL CONDITION Net Soil Bearing Capacity of Area In normal operations

100

Coefficient of Lateral Soil Pressure Angle of Internal Friction Active soil pressure coefficient At rest soil pressure coefficient Passive soil pressure coefficient Coefficient of friction 4.5-

f= Ka = tan² (45 - f/2) Ko = 1 - sinf Kp = tan² (45 + f/2) m=

kPa

30 0.33 0.50 3.00 0.30

FOUNDATION OUTLINE -

Top of Ringwall Bottom of Ringwall Unit Elevation

EL + EL + EL +

14.000 11.400 13.400

m m m

b EL+ 14.000 m

DO D

h1

Di df h2

EL+ 11.400 m

-

Width of Ring wall Height of Ringwall Soil Cover Projection

b= df = h2 = h1 =

0.65 2.60 2.00 0.60

m m m m

-

Footing Outer Dia Footing Inner Dia

Do = BCD + b Di = BCD - b

3.82 2.52

m m

Page 7

CALCULATION

Areas & Moment of Inertia AF = p ( D02-Di2 ) / 4 AS = p Di2 / 4

-

Area of Ring Foundation

-

Section modulus of Ring

4.6-

LOADING AT BOTTOM OF FOUNDATION

Area of Soil Area enclosed by Tank

2

AT = p D2 / 4

5.0 7.1

m 2 m m2

S = p ( Do4-Di4 ) / 32Do

4.4

m3

404.19

KN

WF = AF * df * gConcrete

Weight of Ring Footing

% Content Load transferred to Ring ( P1 ) % Content Load transferred to Soil ( P2 ) P1 = (AT - AS) / AT * 100 P2 = 100 - P1

-

6.477

Ringwall Selfweight Structure Weight excluding Selfweight Live Load Tank Load for Erection Tank Content Load Tand Hydrotest Load Wind Load Seismic Load Internal Pressure - Operating Internal Pressure - Test Fluid Surge Load

29.89 % 70.11 %

Vertical Below Ring Below Soil NR NS kN kN 404.19

: DSW : DSA : LL : EQE : EQO : EQT :W :E : IPO : IPT : FSL

11.00 39.00 58.29 -11.66

Horizontal

M

kN

kN-m

8.00 32.00

33.30 138.20

136.71 -27.34

Notes:

Below Ring Below Soil Below Ring Below Soil

4.6-

Vertical Loading (N) LL = LL EQE = WE EQO = ( WO - WE ) * P1 EQO = ( WO - WE ) * P2 EQT = ( WT - WE ) * P1 EQT = ( WT - WE ) * P2

Horizontal Loading (H) W =Fw E =FS

Moment (M) W = Mw + H * df E = MS + H * df

STABILITY CHECKS Unfactored Loading Combination (L/C)

L/C Nos 701 702 703 704 705 706 707 708 709 710 711 712 713 714 715 716 717 718 719 720

Load Combinations Erection + Wind Erection + Earthquake Operating w/o Wind Operating + Wind

Operating + Earthquake

Test w/o Wind Test + Wind

NR Below Ring (kN) 443.19 443.19 443.19 443.19 512.47 512.47 512.47 512.47 512.47 512.47 512.47 512.47 512.47 512.47 442.53 442.53 442.53 442.53 442.53 442.53

NS Below Soil (kN)

136.71 136.71 136.71 136.71 136.71 136.71 136.71 136.71 136.71 136.71 -27.34 -27.34 -27.34 -27.34 -27.34 -27.34

Moment

H

H

M

(kN) 8.00 -8.00 32.00 -32.00

(kN-m) 33.30 -33.30 138.20 -138.20

8.00 -8.00 8.00 -8.00 32.00 -32.00 32.00 -32.00

33.30 -33.30 33.30 -33.30 138.20 -138.20 138.20 -138.20

8.00 8.00 8.00 8.00

33.30 33.30 33.30 33.30

Page 8

CALCULATION

4.6.1-

Check Soil Pressure AF = p ( D02-Di2 ) / 4 AS = p Di2 / 4

6.477

Area of Soil Max soil pressure Below Ring Max soil pressure Below Soil

: PR = NR / AF + M/S : PS = NS / AS

< <

Area of Ring Foundation

L/C Nos 701 702 703 704 705 706 707 708 709 710 711 712 713 714 715 716 717 718 719 720 4.6.2-

Load Combinations Erection + Wind Erection + Earthquake Operating w/o Wind Operating + Wind

Operating + Earthquake

Test w/o Wind Test + Wind

2

m 2 m Pallow : Allowable Soil Pressure Pallow : Allowable Soil Pressure

NR / A

M/S

PR

PS

Pallow

(KN/m²) 68.42 68.42 68.42 68.42 79.12 79.12 79.12 79.12 79.12 79.12 79.12 79.12 79.12 79.12 68.32 68.32 68.32 68.32 68.32 68.32

(KN/m²) 7.497 -7.497 31.112 -31.112

(KN/m²) 75.92 60.92 99.53 37.31 79.12 79.12 86.61 71.62 86.61 71.62 110.23 48.01 110.23 48.01 68.32 68.32 75.82 75.82 75.82 75.82

(KN/m²)

(KN/m²) 100.00 100.00 100.00 100.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00

7.497 -7.497 7.497 -7.497 31.112 -31.112 31.112 -31.112

7.497 7.497 7.497 7.497

27.37 27.37 27.37 27.37 27.37 27.37 27.37 27.37 27.37 27.37 -5.47 -5.47 -5.47 -5.47 -5.47 -5.47

Check Overturning Resistant moment : Mr = N.Do / 2 (kN-m) Safety Factor : Fo = Mr/Mo L/C Nos 701 702 703 704 705 706 707 708 709 710 711 712 713 714 715 716 717 718 719 720

4.6.3-

5.0

Load Combinations Erection + Wind Erection + Earthquake Operating w/o Wind Operating + Wind

Operating + Earthquake

Test w/o Wind Test + Wind

> Mr (kNm) 846.9 846.9 846.9 846.9 979.3 979.3 979.3 979.3 979.3 979.3 979.3 979.3 979.3 979.3 845.7 845.7 845.7 845.7 845.7 845.7

Foallow : Minimum Safety Factor for Overturning Mo (kNm) 33.3 -33.3 138.2 -138.2

33.3 -33.3 33.3 -33.3 138.2 -138.2 138.2 -138.2

33.3 33.3 33.3 33.3

Fo

Foallow

Status

25.43 25.43 6.13 6.13 999.00 999.00 29.41 29.41 29.41 29.41 7.09 7.09 7.09 7.09 999.00 999.00 25.40 25.40 25.40 25.40

2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00

PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS

Check Sliding Resistant force Safety Factor L/C Nos. 701 702 703 704 705 706 707 708 709 710 711 712 713 714 715 716 717 718 719 720

: Hr = 0.3 N (kN) : Fs = Hr / H Load Combinations Erection + Wind Erection + Earthquake Operating w/o Wind Operating + Wind

Operating + Earthquake

Test w/o Wind Test + Wind

> Hr (kN) 132.96 132.96 132.96 132.96 153.74 153.74 153.74 153.74 153.74 153.74 153.74 153.74 153.74 153.74 132.76 132.76 132.76 132.76 132.76 132.76

Fsallow : Minimum Safety Factor for Sliding H (kN) 8.00 8.00 32.00 32.00

8.00 8.00 8.00 8.00 32.00 32.00 32.00 32.00

8.00 8.00 8.00 8.00

Fs

Fsallow

Status

16.62 16.62 4.15 4.15 999.00 999.00 19.22 19.22 19.22 19.22 4.80 4.80 4.80 4.80 999.00 999.00 16.59 16.59 16.59 16.59

1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50

PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS

Page 9

Status PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS

CALCULATION

4.7-

DESIGN OF REINFORCEMENT C. L

PS

F Di df

T

T

T = Hoop Tension =

Ka gsoil df

KaPS

4.7.1-

Factored Loading Area of Soil Max soil pressure Below Soil Hoop Stress

Hoop Tension

L/C Nos 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120

Load Combinations

2

5.0

m

20.3

kN / m

NS Below Soil (kN)

PS Below Soil (kN)

F1

F

T

(kN / m)

205.07 205.07 164.06 164.06 164.06 164.06 164.06 164.06 164.06 164.06 -32.81 -32.81 -32.81 -32.81 -32.81 -27.34

41.05121864 41.05121864 32.84097491 32.84097491 32.84097491 32.84097491 32.84097491 32.84097491 32.84097491 32.84097491 -6.568194982 -6.568194982 -6.568194982 -6.568194982 -6.568194982 -5.473495818

35.58 35.58 28.46 28.46 28.46 28.46 28.46 28.46 28.46 28.46 -5.69 -5.69 -5.69 -5.69 -5.69 -4.74

(kN) 20.28 20.28 20.28 20.28 55.86 55.86 48.74 48.74 48.74 48.74 48.74 48.74 48.74 48.74 14.59 14.59 14.59 14.59 14.59 15.54

(kN) 25.57 25.57 25.57 25.57 70.44 70.44 61.46 61.46 61.46 61.46 61.46 61.46 61.46 61.46 18.39 18.39 18.39 18.39 18.39 19.59

Erection + Wind Erection + Earthquake Operating w/o Wind Operating + Wind

Operating + Earthquake

Test w/o Wind Test + Wind

Maximum Hoop Tension 4.7.2-

AS = p Di2 / 4 PS = NS / AS F =F1 + F2 F1 = Ka PS df F2 = 1/2 Ka gSOIL df 2 T = 1/2 F Di

TMAX =

70.44

kN

Circumferencial Reinforcement AT = TMAX / fy 0.0020 * b * df AREQ =

Area of Steel for Hoop Tension = Minimum Steel Area as per IS 456 : 2000 = AMIN = Area of Steel Required =

Bar size (db) Sectional area Required No. of Bars Provide 4.7.2-

2

169.73 3461.45 3461.45

mm mm2 mm2

12 113 32

mm mm²

16 - D12 Bars on each face

Vertical Reinforcement Minimum Steel Area as per IS 456 : 2000 = AMIN =

0.0020 * b

1331.325301

Bar size (db) Sectional area Required spacing of bars DETAIL `A'

Provide

D12 @ 165 mm c/c on each face

Page 10

12 113 170

mm²/m mm mm² mm

DESIGN OF RING WALL ANNULAR RAFT Materials Grade of Concrete Grade of Steel

25 N/sq.mm 415 N/sq.mm

Size of Ring Wall Width of Ring Wall Central Diameter of Ring Wall, C Depth of Ring Wall above FGL Depth of Foundation above raft Depth of Raft Safe bearing capacity Unitweight of Soil Empty Weight of Tank Operating Weight Wind moment Seismic Moment Shear at Base Due to Wind Shear at Base Due to Seismic Area of Ring Wall Weight of Ring Wall above Raft Wieght of soil above Raft Total Vertical Load on Raft Total Moment due to wind at Raft Total Moment due to earthquake at Raft Width of Raft External Diameter of Raft, D1 Internal Dia meter of Raft, D2 Weight of Ring Wall Check for Bearing Pressure Area of Raft Section Modulus of Raft Max Bearing Pressure under the Raft P/A+M/S Increaseing SBC @ 25% Pact