DmTank_Ring_Wall_Foundation+&+Annular+Raft

(1)

No.

Mark

1 DSW

Self Wt

Ringwall Selfweight

2 DSA

Str. Wt

Structure Weight excluding Selfweight

3 LL

Live Load

4 EQE

EQ Erection

Tank Load for Erection

5 EQO

EQ Operation

Tank Contant Load

6 EQT

EQ Test

Tand Hydrotest Load

7 W

Wind

Wind Load

8 EQ

Seismic

Seismic Load

9 IPO

Internal-Op

Internal Pressure - Operating

10 IPT

Internal-Test

Internal Pressure - Test

11 FSL

Surge Load

Fluid Surge Load

1

701 A1-1

2

702 A1-2

3

703 A2-1

4

704 A2-2

5

705 B1-1

6

706 B1-2

7

707 B2-1

8

708 B2-2

9

709 B2-3

10

710 B2-4

11

711 B3-1

12

712 B3-2

13

713 B3-3

14

714 B3-4

15

715 C1-1

16

716 C1-2

17

717 C2-1

18

718 C2-2

19

719 C2-3

20

720 C2-4

Combination Load for Unfactored Load

701

702

703

704

1

2

3

4 A1-1

A1-2

A2-1

A2-2

1 DSW

Self Wt

1

2 DSA

Str. Wt

1

3 LL

Live Load

0

4 EQE

EQ Erection

1

1 Short Name

Long Name

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50

1.25

2.00

1.50 Unfactored Load Item

Increase in Soil

Factor of Safety

(Overturning)

1.00

2.00

1.25

2.00

1.50 Factor of Safety

(Sliding)

Bearing Capacity

1.00

2.00

1.50

1.00

2.00

1.50

1.00

(2)

5 EQO

EQ Operation

0.000

6 EQT

EQ Test

0

7 W

Wind

1 -1

0

8 EQ

Seismic

0

1 -1

9 IPO

Internal-Op

0

10 IPT

Internal-Test

0

11 FSL

Surge Load

0

0 Combination Load for Factored Load

101

102

103

104

1

2

3

4 A1-1

A1-2

A2-1

A2-2

a

1 DSW

Self Wt

1.5

1.5 a

2 DSA

Str. Wt

1.5

1.5 b

3 LL

Live Load

0

0 a

4 EQE

EQ Erection

1.5

1.5 c

5 EQO

EQ Operation

0

0 d

6 EQT

EQ Test

0

0 f

7 W

Wind

1.5 -1.5

0

0 g

8 EQ

Seismic

0

1.5 -1.5

n

9 IPO

Internal-Op

0

0 n

10 IPT

Internal-Test

0

0 o

11 FSL

Surge Load

0

(3)

Structure Weight excluding Selfweight

Tank Load for Erection

Tand Hydrotest Load

Internal Pressure - Operating

Internal Pressure - Test

Erection + Wind

101 A1-1

Erection + Wind

102 A1-2

Erection + Earthquake

103 A2-1

Erection + Earthquake

104 A2-2

Operating w/o Wind

105 B1-1

Operating w/o Wind

106 B1-2

Operating + Wind

107 B2-1

Operating + Wind

108 B2-2

109 B2-3

110 B2-4

Operating + Earthquake

111 B3-1

Operating + Earthquake

112 B3-2

113 B3-3

114 B3-4

Test w/o Wind

115 C1-1

Test w/o Wind

116 C1-2

Test + Wind

117 C2-1

Test + Wind

118 C2-2

119 C2-3

120 C2-4

705

706

707

708

709

710

711

712

713

714

5

6

7

8

9

10

11

12

13

14 B1-1

B1-2

B2-1

B2-2

B2-3

B2-4

B3-1

B3-2

B3-3

B3-4

1

1 Long Name

1.50

1.50 Factor of Safety

(Sliding)

Factored Load Item

1.50

(4)

1.000

0

1 -1

0

1 -1

1

0

1

0

1

0

1

0

1

0

1

0

1

0

105

106

107

108

109

110

111

112

113

114

5

6

7

8

9

10

11

12

13

14 B1-1

B1-2

B2-1

B2-2

B2-3

B2-4

B3-1

B3-2

B3-3

B3-4

1.5

1.2

1.5

1.2

1.5

1.2

1.5

1.2

1.5

1.2

0

1.2 -1.2

0

1.2 -1.2

1.5

0

1.2

0

1.2

0

1.5

0

1

0

1.2

0

(5)

715

716

717

718

719

720

15

16

17

18

19

20 C1-1

C1-2

C2-1

C2-2

C2-3

C2-4

1

(6)

0.000

1

0

1

0

1

0

1

0

1

0

1

0

115

116

117

118

119

120

15

16

17

18

19

20 C1-1

C1-2

C2-1

C2-2

C2-3

C2-4

1.2

0

1.2

1

0

1.2 -1.2

0

1.2

0

1.2

0

1.2

0

1.2

0

(7)

CALCULATION

4-

CALCULATION FOR TANK FOUNDATION

- Item No. - Service

- Type

Document

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

4.1- LOADING DATA

- Empty Weight : WE 39 kN

- Operating Weight : WO 234 kN

- Hydrotest Weight : WT kN

- Shear Load due to Wind : FW 8 kN

- Moment Due to Wind : MW 12.5 kN-m

- Shear Load due to EQ : FS 32 kN

- Moment Due to EQ : MS 55 kN-m

- Live Load : LL 11 kN

4.2- TANK DATA

- Diameter of Tank = D = 3.012 m - Bolt Center Dia = BCD = 3.172 m - Height of Tank = HT₌ _3.000 _m 4.3- MATERIAL SPECIFICATIONS fy 415 MPa fc' 25 MPa

g

Concrete 24.00 kN/m3

g

Steel 78.50 kN/m 3

g

Soil 18.00 kN/m 3

g

Water 10.00 kN/m 3 4.4- SOIL CONDITION

Net Soil Bearing Capacity of Area

In normal operations 100 kPa

Coefficient of Lateral Soil Pressure

Angle of Internal Friction f = 30

Active soil pressure coefficient Ka = tan² (45 - f/2) 0.33 At rest soil pressure coefficient Ko = 1 - sinf 0.50 Passive soil pressure coefficient Kp = tan² (45 + f/2) 3.00

Coefficient of friction m = 0.30 4.5- FOUNDATION OUTLINE - Top of Ringwall EL + 14.000 m - Bottom of Ringwall EL + 11.400 m - Unit Elevation EL + 13.400 m EL+ 14.000 m EL+ 11.400 m

- Width of Ring wall b = 0.65 m

- Height of Ringwall df = 2.60 m

- Soil Cover h2 = 2.00 m

- Projection h1 = 0.60 m

- Footing Outer Dia Do = BCD + b 3.82 m

- Footing Inner Dia Di = BCD - b 2.52 m

h2 h1 df b DO Di D FOUNDATION LOADING WEIGHT SUMMARY Page 7

(8)

CALCULATION

Areas & Moment of Inertia

- Area of Ring Foundation AF = p ( D02-Di2 ) / 4 6.477 m2

- Area of Soil AS = p Di2 / 4 5.0 m2

- Area enclosed by Tank AT = p D2 / 4 7.1 m2

- Section modulus of Ring S = p ( Do 4

-Di 4

) / 32Do 4.4 m3

4.6- LOADING AT BOTTOM OF FOUNDATION

Weight of Ring Footing WF = AF * df * gConcrete 404.19 KN

% Content Load transferred to Ring ( P1 ) 29.89 % % Content Load transferred to Soil ( P2 ) 70.11 % P1 = (AT - AS) / AT * 100

P2 = 100 - P1

Horizontal Moment

Below Ring Below Soil

NR NS

kN kN kN kN-m

- Ringwall Selfweight : DSW 404.19

- Structure Weight excluding Selfweight : DSA

- Live Load : LL 11.00

- Tank Load for Erection : EQE 39.00

- Tank Content Load : EQO 58.29 136.71

- Tand Hydrotest Load : EQT -11.66 -27.34

- Wind Load : W 8.00 33.30

- Seismic Load : E 32.00 138.20

- Internal Pressure - Operating : IPO

- Internal Pressure - Test : IPT

- Fluid Surge Load : FSL

Notes:

Vertical Loading (N) Horizontal Loading (H) Moment (M)

LL = LL W =Fw W = Mw + H * df

EQE = WE E =FS E = MS + H * df

Below Ring EQO = ( WO - WE ) * P1

Below Soil EQO = ( WO - WE ) * P2

Below Ring EQT = ( WT - WE ) * P1

Below Soil EQT = ( WT - WE ) * P2

4.6- STABILITY CHECKS

Unfactored Loading Combination (L/C)

NR NS

Below Ring Below Soil

(kN) (kN) (kN) (kN-m) 701 443.19 8.00 33.30 702 443.19 -8.00 -33.30 703 443.19 32.00 138.20 704 443.19 -32.00 -138.20 705 512.47 136.71 706 512.47 136.71 707 512.47 136.71 8.00 33.30 708 512.47 136.71 -8.00 -33.30 709 512.47 136.71 8.00 33.30 710 512.47 136.71 -8.00 -33.30 711 512.47 136.71 32.00 138.20 712 512.47 136.71 -32.00 -138.20 713 512.47 136.71 32.00 138.20 714 512.47 136.71 -32.00 -138.20 715 442.53 -27.34 716 442.53 -27.34 717 442.53 -27.34 8.00 33.30 718 442.53 -27.34 8.00 33.30 719 442.53 -27.34 8.00 33.30 720 442.53 -27.34 8.00 33.30 H M

L/C Nos Load Combinations H M

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

Operating + Earthquake

Test w/o Wind Test + Wind

Vertical

(9)

CALCULATION

4.6.1- Check Soil Pressure

Area of Ring Foundation AF = p ( D02-Di2 ) / 4 6.477 m2

Area of Soil AS = p Di2 / 4 5.0 m2

Max soil pressure Below Ring : PR = NR / AF + M/S < Pallow : Allowable Soil Pressure

Max soil pressure Below Soil : PS = NS / AS < Pallow : Allowable Soil Pressure

NR / A M/S PR PS Pallow (KN/m²) (KN/m²) (KN/m²) (KN/m²) (KN/m²) 701 68.42 7.497 75.92 100.00 PASS 702 68.42 -7.497 60.92 100.00 PASS 703 68.42 31.112 99.53 100.00 PASS 704 68.42 -31.112 37.31 100.00 PASS 705 79.12 79.12 27.37 125.00 PASS 706 79.12 79.12 27.37 125.00 PASS 707 79.12 7.497 86.61 27.37 125.00 PASS 708 79.12 -7.497 71.62 27.37 125.00 PASS 709 79.12 7.497 86.61 27.37 125.00 PASS 710 79.12 -7.497 71.62 27.37 125.00 PASS 711 79.12 31.112 110.23 27.37 125.00 PASS 712 79.12 -31.112 48.01 27.37 125.00 PASS 713 79.12 31.112 110.23 27.37 125.00 PASS 714 79.12 -31.112 48.01 27.37 125.00 PASS 715 68.32 68.32 -5.47 125.00 PASS 716 68.32 68.32 -5.47 125.00 PASS 717 68.32 7.497 75.82 -5.47 125.00 PASS 718 68.32 7.497 75.82 -5.47 125.00 PASS 719 68.32 7.497 75.82 -5.47 125.00 PASS 720 68.32 7.497 75.82 -5.47 125.00 PASS 4.6.2- Check Overturning

Resistant moment : Mr = N.Do / 2 (kN-m)

Safety Factor : Fo = Mr/Mo > Foallow : Minimum Safety Factor for Overturning

Mr Mo (kNm) (kNm) 701 846.9 33.3 25.43 2.00 PASS 702 846.9 -33.3 25.43 2.00 PASS 703 846.9 138.2 6.13 2.00 PASS 704 846.9 -138.2 6.13 2.00 PASS 705 979.3 999.00 2.00 PASS 706 979.3 999.00 2.00 PASS 707 979.3 33.3 29.41 2.00 PASS 708 979.3 -33.3 29.41 2.00 PASS 709 979.3 33.3 29.41 2.00 PASS 710 979.3 -33.3 29.41 2.00 PASS 711 979.3 138.2 7.09 2.00 PASS 712 979.3 -138.2 7.09 2.00 PASS 713 979.3 138.2 7.09 2.00 PASS 714 979.3 -138.2 7.09 2.00 PASS 715 845.7 999.00 2.00 PASS 716 845.7 999.00 2.00 PASS 717 845.7 33.3 25.40 2.00 PASS 718 845.7 33.3 25.40 2.00 PASS 719 845.7 33.3 25.40 2.00 PASS 720 845.7 33.3 25.40 2.00 PASS 4.6.3- Check Sliding Resistant force : Hr = 0.3 N (kN)

Safety Factor : Fs = Hr / H > Fsallow : Minimum Safety Factor for Sliding

Hr H (kN) (kN) 701 132.96 8.00 16.62 1.50 PASS 702 132.96 8.00 16.62 1.50 PASS 703 132.96 32.00 4.15 1.50 PASS 704 132.96 32.00 4.15 1.50 PASS 705 153.74 999.00 1.50 PASS 706 153.74 999.00 1.50 PASS 707 153.74 8.00 19.22 1.50 PASS 708 153.74 8.00 19.22 1.50 PASS 709 153.74 8.00 19.22 1.50 PASS 710 153.74 8.00 19.22 1.50 PASS 711 153.74 32.00 4.80 1.50 PASS 712 153.74 32.00 4.80 1.50 PASS 713 153.74 32.00 4.80 1.50 PASS 714 153.74 32.00 4.80 1.50 PASS 715 132.76 999.00 1.50 PASS 716 132.76 999.00 1.50 PASS 717 132.76 8.00 16.59 1.50 PASS 718 132.76 8.00 16.59 1.50 PASS 719 132.76 8.00 16.59 1.50 PASS 720 132.76 8.00 16.59 1.50 PASS Fs Fsallow Erection + Earthquake Test + Wind Operating w/o Wind

L/C Nos. Load Combinations

Status

L/C Nos Load Combinations Fo Foallow Status

Erection + Wind

Test w/o Wind

L/C Nos Load Combinations

Status Operating + Wind

Test w/o Wind Test + Wind

Test + Wind Operating + Earthquake

Test w/o Wind

(10)

CALCULATION 4.7- DESIGN OF REINFORCEMENT T = Hoop Tension = 4.7.1- Factored Loading Area of Soil AS = p Di 2_{/ 4} _5.0 m2

Max soil pressure Below Soil PS = NS / AS

Hoop Stress F =F1 + F2

F1 = Ka PS df

F2 = 1/2 Ka

g

SOILdf 2 20.3 kN / m

Hoop Tension T = 1/2 F Di

NS PS

Below Soil Below Soil

(kN) (kN) (kN / m) (kN) (kN) 101 20.28 25.57 102 20.28 25.57 103 20.28 25.57 104 20.28 25.57 105 205.07 41.05121864 35.58 55.86 70.44 106 205.07 41.05121864 35.58 55.86 70.44 107 164.06 32.84097491 28.46 48.74 61.46 108 164.06 32.84097491 28.46 48.74 61.46 109 164.06 32.84097491 28.46 48.74 61.46 110 164.06 32.84097491 28.46 48.74 61.46 111 164.06 32.84097491 28.46 48.74 61.46 112 164.06 32.84097491 28.46 48.74 61.46 113 164.06 32.84097491 28.46 48.74 61.46 114 164.06 32.84097491 28.46 48.74 61.46 115 -32.81 -6.568194982 -5.69 14.59 18.39 116 -32.81 -6.568194982 -5.69 14.59 18.39 117 -32.81 -6.568194982 -5.69 14.59 18.39 118 -32.81 -6.568194982 -5.69 14.59 18.39 119 -32.81 -6.568194982 -5.69 14.59 18.39 120 -27.34 -5.473495818 -4.74 15.54 19.59

Maximum Hoop Tension TMAX = 70.44 kN

4.7.2- Circumferencial Reinforcement

Area of Steel for Hoop Tension = AT = TMAX / fy 169.73 mm2 Minimum Steel Area as per IS 456 : 2000 = AMIN = 0.0020 * b * df 3461.45 mm2

Area of Steel Required = AREQ = 3461.45 mm2

Bar size (db) 12 mm

Sectional area 113 mm²

Required No. of Bars 32

4.7.2- Vertical Reinforcement

Minimum Steel Area as per IS 456 : 2000 = AMIN = 0.0020 * b 1331.325301 mm²/m

Bar size (db) 12 mm

Sectional area 113 mm²

Required spacing of bars 170 mm

F1 F

Erection + Wind

Operating w/o Wind Operating + Wind

L/C Nos Load Combinations

T

Test w/o Wind Erection + Earthquake

Provide 16 - D12 Bars on each face

Provide D12 @ 165 mm c/c on each face Test + Wind DETAIL `A' C. L PS df KaPS Ka gsoil df

F

T

Di Page 10

(11)

DESIGN OF RING WALL ANNULAR RAFT

Materials

Grade of Concrete

25 N/sq.mm

Grade of Steel

415 N/sq.mm

Size of Ring Wall

Width of Ring Wall

0.65 m

Central Diameter of Ring Wall, C

3.12 m

Depth of Ring Wall above FGL

0.60 m

Depth of Foundation above raft

2.00 m

Depth of Raft

0.40 m

Safe bearing capacity

100 kN/sq.m

Unitweight of Soil

18 kN

Empty Weight of Tank

39 kN

Operating Weight

234 kN

Wind moment

12.5 kNm

Seismic Moment

55 kNm

Shear at Base Due to Wind

8 kN

Shear at Base Due to Seismic

32 kN

Area of Ring Wall

6.38 Weight of Ring Wall above Raft

398.11 kN

Wieght of soil above Raft

264.60 kN

Total Vertical Load on Raft

896.71 kN

Total Moment due to wind at Raft

30.1 kNm

Total Moment due to earthquake at Raft

125.4 kNm

Width of Raft

1.4 m

External Diameter of Raft, D1

4.522 m

Internal Dia meter of Raft, D2

1.722 m

Weight of Ring Wall

Check for Bearing Pressure

Area of Raft

13.73 sq.m

Section Modulus of Raft

8.89 cu.m

Max Bearing Pressure under the Raft

P/A+M/S

82.8 kN/sq.m

Increaseing SBC @ 25%

125 kN/sq.m

Pact<1.25SBC,Hence Safe

Design Moments

Modified uniform pressure

p = p1+0.5p2

74.06 kN/sq.m

Outer Radius of Raft, a

2.261 m

Inner Radius of Raft, b

0.861 m

Central Radius of Raft, c

1.561 m

As per clause no. 5.1.2 of IS :11089-1984

At radius, r =

0.861m (Inner Face of Raft)

pa^2/16

23.663 kN

(12)

b

2 /r

2

1.000 r

2 /a

2

0.145 c

2 /a

2

0.477 Mt

-82.717 kNm

Mr

59.259 kNm

At radius, r =

2.261m (Outer Face of Raft)

pa^2/16

23.663 b

2 /a

2

0.145 c

2 /r

2

0.145 c/r

0.690 Mt

-61.143 kNm

Mr

92.569 kNm

Maximum Moments for Design

Mt

82.717 kNm

Mr

92.569 kNm

Check for Effective Depth

Required effective depth, dr

141.02 mm

Provided effective depth, dp

350 mm

Reinforcement Calculation

Circumferential Reinforcement

M

u

/bd

2 0.482 N/mm

2 Area of steel Required

654.77 mm

2 Check Min Steel

Provided diameter of Steel

12 mm

Min Area of Steel

420 mm

2 / m width

Spacing of Reinforcement Required

170 mm

Radial Reinforcement

Mu/bd

2 0.7557 N/mm

2 Area of steel Required

743.16 mm

2 Check Min Steel

Min Area of Steel

420 mm

2 / m width

Provided diameter of Steel

12 mm

Spacing of Reinforcement Required

150 mm

Provide 12mm diameter bars @170mm C/C circumferentially

Provide 12mm diameter bars @150mm C/C radially