No. Mark Short Name Long Name1 DSW Self Wt Ringwall Selfweight2 DSA Str. Wt Structure Weight excluding Selfweight3 LL Live Load Live Load 4 EQE EQ Erection Tank Load for Erection5 EQO EQ Operation Tank Contant Load6 EQT EQ Test Tand Hydrotest Load7 W Wind Wind Load 8 EQ Seismic Seismic Load 9 IPO Internal-Op Internal Pressure - Operating

10 IPT Internal-Test Internal Pressure - Test11 FSL Surge Load Fluid Surge Load

Unfactored Load ItemIncrease in Soil

Bearing Capacity1 701 A1-1 1.00 2.00 1.502 702 A1-2 1.00 2.00 1.503 703 A2-1 1.00 2.00 1.504 704 A2-2 1.00 2.00 1.505 705 B1-1 1.25 2.00 1.506 706 B1-2 1.25 2.00 1.507 707 B2-1 1.25 2.00 1.508 708 B2-2 1.25 2.00 1.509 709 B2-3 1.25 2.00 1.50

10 710 B2-4 1.25 2.00 1.5011 711 B3-1 1.25 2.00 1.5012 712 B3-2 1.25 2.00 1.5013 713 B3-3 1.25 2.00 1.5014 714 B3-4 1.25 2.00 1.5015 715 C1-1 1.25 2.00 1.5016 716 C1-2 1.25 2.00 1.5017 717 C2-1 1.25 2.00 1.5018 718 C2-2 1.25 2.00 1.5019 719 C2-3 1.25 2.00 1.5020 720 C2-4 1.25 2.00 1.50

Combination Load for Unfactored Load701 702 703 704

1 2 3 4A1-1 A1-2 A2-1 A2-2

1 DSW Self Wt 1 1 1 12 DSA Str. Wt 1 1 1 13 LL Live Load 0 0 0 04 EQE EQ Erection 1 1 1 15 EQO EQ Operation 0.000 0.000 0.000 0.0006 EQT EQ Test 0 0 0 07 W Wind 1 -1 0 08 EQ Seismic 0 0 1 -1

Factor of Safety (Overturning)

Factor of Safety (Sliding)

9 IPO Internal-Op 0 0 0 010 IPT Internal-Test 0 0 0 011 FSL Surge Load 0 0 0 0

Combination Load for Factored Load101 102 103 104

1 2 3 4A1-1 A1-2 A2-1 A2-2

a 1 DSW Self Wt 1.5 1.5 1.5 1.5a 2 DSA Str. Wt 1.5 1.5 1.5 1.5b 3 LL Live Load 0 0 0 0a 4 EQE EQ Erection 1.5 1.5 1.5 1.5c 5 EQO EQ Operation 0 0 0 0d 6 EQT EQ Test 0 0 0 0f 7 W Wind 1.5 -1.5 0 0g 8 EQ Seismic 0 0 1.5 -1.5n 9 IPO Internal-Op 0 0 0 0n 10 IPT Internal-Test 0 0 0 0o 11 FSL Surge Load 0 0 0 0

Long NameRingwall SelfweightStructure Weight excluding Selfweight

Tank Load for Erection

Tand Hydrotest Load

Internal Pressure - OperatingInternal Pressure - Test

Factored Load Item1.50 Erection + Wind 101 A1-1 Erection + Wind1.50 102 A1-21.50 Erection + Earthquake 103 A2-1 Erection + Earthquake1.50 104 A2-21.50 Operating w/o Wind 105 B1-1 Operating w/o Wind1.50 106 B1-21.50 Operating + Wind 107 B2-1 Operating + Wind1.50 108 B2-21.50 109 B2-31.50 110 B2-41.50 Operating + Earthquake 111 B3-1 Operating + Earthquake1.50 112 B3-21.50 113 B3-31.50 114 B3-41.50 Test w/o Wind 115 C1-1 Test w/o Wind1.50 116 C1-21.50 Test + Wind 117 C2-1 Test + Wind1.50 118 C2-21.50 119 C2-31.50 120 C2-4

705 706 707 708 709 710 711 712 713 7145 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 B3-41 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1

1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.0000 0 0 0 0 0 0 0 0 00 0 1 -1 1 -1 0 0 0 00 0 0 0 0 0 1 -1 1 -1

Factor of Safety (Sliding)

1 0 1 1 0 0 1 1 0 00 1 0 0 1 1 0 0 1 10 0 1 1 1 1 0 0 0 0

105 106 107 108 109 110 111 112 113 1145 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 B3-41.5 1.5 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.21.5 1.5 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.21.5 1.5 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.21.5 1.5 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.21.5 1.5 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.20 0 0 0 0 0 0 0 0 00 0 1.2 -1.2 1.2 -1.2 0 0 0 00 0 0 0 0 0 1.2 -1.2 1.2 -1.2

1.5 0 1.2 1.2 0 0 1.2 1.2 0 00 1.5 0 0 1 1 0 0 1.2 1.20 0 0 0 0 0 0 0 0 0

715 716 717 718 719 72015 16 17 18 19 20

C1-1 C1-2 C2-1 C2-2 C2-3 C2-41 1 1 1 1 11 1 1 1 1 11 1 1 1 1 11 1 1 1 1 1

0.000 0.000 0.000 0.000 0.000 0.0001 1 1 1 1 10 0 1 1 1 10 0 0 0 0 0

1 0 1 1 0 00 1 0 0 1 10 0 0 0 0 0

115 116 117 118 119 12015 16 17 18 19 20

C1-1 C1-2 C2-1 C2-2 C2-3 C2-41.2 1.2 1.2 1.2 1.2 1.21.2 1.2 1.2 1.2 1.2 1.21.2 1.2 1.2 1.2 1.2 1.21.2 1.2 1.2 1.2 1.2 1.20 0 0 0 0 0

1.2 1.2 1.2 1.2 1.2 10 0 1.2 -1.2 1.2 -1.20 0 0 0 0 0

1.2 0 1.2 1.2 0 00 1.2 0 0 1.2 1.20 0 0 0 0 0

CALCULATION

Page 7

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 39 kN- Operating Weight 234 kN- Hydrotest Weight 0 kN- Shear Load due to Wind 8 kN- Moment Due to Wind 12.5 kN-m- Shear Load due to EQ 32 kN- Moment Due to EQ 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

- 3.000 m

4.3- MATERIAL SPECIFICATIONS

fy 415 MPa

fc' 25 MPa

24.00

78.50

18.00

10.00

4.4- SOIL CONDITION

Net Soil Bearing Capacity of AreaIn normal operations 100 kPa

Coefficient of Lateral Soil PressureAngle of Internal Friction 30Active soil pressure coefficient 0.33At rest soil pressure coefficient 0.50Passive soil pressure coefficient 3.00Coefficient of friction 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

: WE

: WO

: WT

: FW

: MW

: FS

: MS

Height of Tank = HT =

g Concrete kN/m3

g Steel kN/m3

g Soil kN/m3

g Water kN/m3

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

h2

h1

df

b DO

Di

D

FOUNDATION LOADING WEIGHT SUMMARY

CALCULATION

Page 8

Areas & Moment of Inertia

- Area of Ring Foundation 6.477

- Area of Soil 5.0

- Area enclosed by Tank 7.1

- Section modulus of Ring 4.4

4.6- LOADING AT BOTTOM OF FOUNDATION

Weight of Ring Footing 404.19 KN

% Content Load transferred to Ring ( P1 ) 29.89 %% Content Load transferred to Soil ( P2 ) 70.11 %

Vertical Horizontal MomentBelow Ring Below Soil

H M

kN kN kN kN-m- Ringwall Selfweight : DSW 404.19 0.00 0.00 0.00- Structure Weight excluding Selfweight : DSA 0.00 0.00 0.00 0.00- Live Load : LL 11.00 0.00 0.00 0.00- Tank Load for Erection : EQE 39.00 0.00 0.00 0.00- Tank Content Load : EQO 58.29 136.71 0.00 0.00- Tand Hydrotest Load : EQT -11.66 -27.34 0.00 0.00- Wind Load : W 0.00 0.00 8.00 33.30- Seismic Load : E 0.00 0.00 32.00 138.20- Internal Pressure - Operating : IPO 0.00 0.00 0.00 0.00- Internal Pressure - Test : IPT 0.00 0.00 0.00 0.00- Fluid Surge Load : FSL 0.00 0.00 0.00 0.00

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

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

Below Ring

Below Soil

Below Ring

Below Soil

4.6- STABILITY CHECKS

Unfactored Loading Combination (L/C)

L/C Nos Load CombinationsH M

Below Ring Below Soil(kN) (kN) (kN) (kN-m)

701 Erection + Wind 443.19 0 8.00 33.30702 443.19 0 -8.00 -33.30703 Erection + Earthquake 443.19 0 32.00 138.20704 443.19 0 -32.00 -138.20705 Operating w/o Wind 512.47 136.71 0.00 0.00706 512.47 136.71 0.00 0.00707 Operating + Wind 512.47 136.71 8.00 33.30708 512.47 136.71 -8.00 -33.30709 512.47 136.71 8.00 33.30710 512.47 136.71 -8.00 -33.30711 Operating + Earthquake 512.47 136.71 32.00 138.20712 512.47 136.71 -32.00 -138.20713 512.47 136.71 32.00 138.20714 512.47 136.71 -32.00 -138.20715 Test w/o Wind 442.53 -27.34 0.00 0.00716 442.53 -27.34 0.00 0.00717 Test + Wind 442.53 -27.34 8.00 33.30718 442.53 -27.34 8.00 33.30719 442.53 -27.34 8.00 33.30720 442.53 -27.34 8.00 33.30

AF = p ( D02-Di

2 ) / 4 m2

AS = p Di2 / 4 m2

AT = p D2 / 4 m2

S = p ( Do4-Di

4 ) / 32Do m3

WF = AF * df * gConcrete

P1 = (AT - AS) / AT * 100P2 = 100 - P1

NR NS

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

EQO = ( WO - WE ) * P1

EQO = ( WO - WE ) * P2

EQT = ( WT - WE ) * P1

EQT = ( WT - WE ) * P2

NR NS

CALCULATION

Page 9

4.6.1- Check Soil Pressure

Area of Ring Foundation 6.477

Area of Soil 5.0

Max soil pressure Below Ring < Pallow : Allowable Soil Pressure

Max soil pressure Below Soil < Pallow : Allowable Soil Pressure

L/C Nos Load CombinationsM/S Pallow

Status(KN/m²) (KN/m²) (KN/m²) (KN/m²) (KN/m²)

701 Erection + Wind 68.42 7.497 75.92 0.00 100.00 PASS702 68.42 -7.497 60.92 0.00 100.00 PASS703 Erection + Earthquake 68.42 31.112 99.53 0.00 100.00 PASS704 68.42 -31.112 37.31 0.00 100.00 PASS705 Operating w/o Wind 79.12 0.000 79.12 27.37 125.00 PASS706 79.12 0.000 79.12 27.37 125.00 PASS707 Operating + Wind 79.12 7.497 86.61 27.37 125.00 PASS708 79.12 -7.497 71.62 27.37 125.00 PASS709 79.12 7.497 86.61 27.37 125.00 PASS710 79.12 -7.497 71.62 27.37 125.00 PASS711 Operating + Earthquake 79.12 31.112 110.23 27.37 125.00 PASS712 79.12 -31.112 48.01 27.37 125.00 PASS713 79.12 31.112 110.23 27.37 125.00 PASS714 79.12 -31.112 48.01 27.37 125.00 PASS715 Test w/o Wind 68.32 0.000 68.32 -5.47 125.00 PASS716 68.32 0.000 68.32 -5.47 125.00 PASS717 Test + Wind 68.32 7.497 75.82 -5.47 125.00 PASS718 68.32 7.497 75.82 -5.47 125.00 PASS719 68.32 7.497 75.82 -5.47 125.00 PASS720 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

L/C Nos Load CombinationsMr Mo

Fo Foallow Status (kNm) (kNm)

701 Erection + Wind 846.9 33.3 25.43 2.00 PASS702 846.9 -33.3 25.43 2.00 PASS703 Erection + Earthquake 846.9 138.2 6.13 2.00 PASS704 846.9 -138.2 6.13 2.00 PASS705 Operating w/o Wind 979.3 0.0 999.00 2.00 PASS706 979.3 0.0 999.00 2.00 PASS707 Operating + Wind 979.3 33.3 29.41 2.00 PASS708 979.3 -33.3 29.41 2.00 PASS709 979.3 33.3 29.41 2.00 PASS710 979.3 -33.3 29.41 2.00 PASS711 Operating + Earthquake 979.3 138.2 7.09 2.00 PASS712 979.3 -138.2 7.09 2.00 PASS713 979.3 138.2 7.09 2.00 PASS714 979.3 -138.2 7.09 2.00 PASS715 Test w/o Wind 845.7 0.0 999.00 2.00 PASS716 845.7 0.0 999.00 2.00 PASS717 Test + Wind 845.7 33.3 25.40 2.00 PASS718 845.7 33.3 25.40 2.00 PASS719 845.7 33.3 25.40 2.00 PASS720 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

L/C Nos. Load CombinationsHr H

Fs Fsallow Status(kN) (kN)

701 Erection + Wind 132.96 8.00 16.62 1.50 PASS702 132.96 8.00 16.62 1.50 PASS703 Erection + Earthquake 132.96 32.00 4.15 1.50 PASS704 132.96 32.00 4.15 1.50 PASS705 Operating w/o Wind 153.74 0.00 999.00 1.50 PASS706 153.74 0.00 999.00 1.50 PASS707 Operating + Wind 153.74 8.00 19.22 1.50 PASS708 153.74 8.00 19.22 1.50 PASS709 153.74 8.00 19.22 1.50 PASS710 153.74 8.00 19.22 1.50 PASS711 Operating + Earthquake 153.74 32.00 4.80 1.50 PASS712 153.74 32.00 4.80 1.50 PASS713 153.74 32.00 4.80 1.50 PASS714 153.74 32.00 4.80 1.50 PASS715 Test w/o Wind 132.76 0.00 999.00 1.50 PASS716 132.76 0.00 999.00 1.50 PASS717 Test + Wind 132.76 8.00 16.59 1.50 PASS718 132.76 8.00 16.59 1.50 PASS719 132.76 8.00 16.59 1.50 PASS720 132.76 8.00 16.59 1.50 PASS

AF = p ( D02-Di

2 ) / 4 m2

AS = p Di2 / 4 m2

: PR = NR / AF + M/S

: PS = NS / AS

NR / A PR PS

CALCULATION

Page 10

4.7- DESIGN OF REINFORCEMENT

T = Hoop Tension =

4.7.1- Factored Loading

Area of Soil 5.0Max soil pressure Below SoilHoop Stress F =F1 + F2

20.3 kN / mHoop Tension T = 1/2 F Di

L/C Nos Load CombinationsF1 F T

Below Soil Below Soil(kN) (kN) (kN / m) (kN) (kN)

101 Erection + Wind 0.00 0 0.00 20.28 25.57102 0 0.00 0 0.00 20.28 25.57103 Erection + Earthquake 0.00 0 0.00 20.28 25.57104 0 0.00 0 0.00 20.28 25.57105 Operating w/o Wind 205.07 41.051218635312 35.58 55.86 70.44106 0 205.07 41.051218635312 35.58 55.86 70.44107 Operating + Wind 164.06 32.84097490825 28.46 48.74 61.46108 0 164.06 32.84097490825 28.46 48.74 61.46109 0 164.06 32.84097490825 28.46 48.74 61.46110 0 164.06 32.84097490825 28.46 48.74 61.46111 Operating + Earthquake 164.06 32.84097490825 28.46 48.74 61.46112 0 164.06 32.84097490825 28.46 48.74 61.46113 0 164.06 32.84097490825 28.46 48.74 61.46114 0 164.06 32.84097490825 28.46 48.74 61.46115 Test w/o Wind -32.81 -6.56819498165 -5.69 14.59 18.39116 0 -32.81 -6.56819498165 -5.69 14.59 18.39117 Test + Wind -32.81 -6.56819498165 -5.69 14.59 18.39118 0 -32.81 -6.56819498165 -5.69 14.59 18.39119 0 -32.81 -6.56819498165 -5.69 14.59 18.39120 0 -27.34 -5.473495818042 -4.74 15.54 19.59

Maximum Hoop Tension 70.44 kN

4.7.2- Circumferencial Reinforcement

Area of Steel for Hoop Tension = 169.730.0020 * b * df 3461.45

Area of Steel Required = 3461.45

Bar size (db) 12 mmSectional area 113 mm²Required No. of Bars 32

Provide 16 - D12 Bars on each face

4.7.2- Vertical Reinforcement

0.0020 * b 1331.325301 mm²/m

Bar size (db) 12 mmSectional area 113 mm²Required spacing of bars 170 mm

Provide D12 @ 165 mm c/c on each face

AS = p Di2 / 4 m2

PS = NS / AS

F1 = Ka PS df F2 = 1/2 Ka gSOIL df 2

NS PS

TMAX =

AT = TMAX / fy mm2

Minimum Steel Area as per IS 456 : 2000 = AMIN = mm2

AREQ = mm2

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

C. L

PS

df

KaPSKa gsoil df

F

T T

Di

DESIGN OF RING WALL ANNULAR RAFTMaterialsGrade of Concrete 25 N/sq.mmGrade of Steel 415 N/sq.mmSize of Ring WallWidth of Ring Wall 0.65 mCentral Diameter of Ring Wall, C 3.12 mDepth of Ring Wall above FGL 0.60 mDepth of Foundation above raft 2.00 mDepth of Raft 0.40 mSafe bearing capacity 100 kN/sq.mUnitweight of Soil 18 kNEmpty Weight of Tank 39 kNOperating Weight 234 kNWind moment 12.5 kNmSeismic Moment 55 kNmShear at Base Due to Wind 8 kNShear at Base Due to Seismic 32 kNArea of Ring Wall 6.38Weight of Ring Wall above Raft 398.112 kNWieght of soil above Raft 264.60 kNTotal Vertical Load on Raft 896.71 kNTotal Moment due to wind at Raft 30.1 kNmTotal Moment due to earthquake at Raft 125.4 kNmWidth of Raft 1.4 mExternal Diameter of Raft, D1 4.522 mInternal Dia meter of Raft, D2 1.722 mWeight of Ring WallCheck for Bearing PressureArea of Raft 13.73 sq.mSection Modulus of Raft 8.89 cu.mMax Bearing Pressure under the RaftP/A+M/S 82.8 kN/sq.mIncreaseing SBC @ 25% 125 kN/sq.mPact<1.25SBC,Hence SafeDesign MomentsModified uniform pressurep = p1+0.5p2 74.06 kN/sq.mOuter Radius of Raft, a 2.261 mInner Radius of Raft, b 0.861 mCentral Radius of Raft, c 1.561 mAs per clause no. 5.1.2 of IS :11089-1984At radius, r = 0.861m (Inner Face of Raft)pa^2/16 23.6627 kN

0.14501

1.000

0.145

b2/a2

b2/r2

r2/a2

0.477Mt -82.717 kNmMr 59.259 kNmAt radius, r = 2.261m (Outer Face of Raft)pa^2/16 23.6627

0.14501

0.145c/r 0.690Mt -61.143 kNmMr 92.5686 kNmMaximum Moments for DesignMt 82.7173 kNmMr 92.5686 kNmCheck for Effective Depth

141.017 mm

350 mmReinforcement CalculationCircumferential Reinforcement

0.482

Area of steel Required 654.771 Check Min SteelProvided diameter of Steel 12 mm

Min Area of Steel 420Spacing of Reinforcement Required 170 mmRadial Reinforcement

0.75566

Area of steel Required 743.163 Check Min Steel

Min Area of Steel 420Provided diameter of Steel 12 mmSpacing of Reinforcement Required 150 mmProvide 12mm diameter bars @170mm C/C circumferentiallyProvide 12mm diameter bars @150mm C/C radially

c2/a2

b2/a2

c2/r2

Required effective depth, dr

Provided effective depth, dp

Mu/bd2 N/mm2

mm2

mm2/ m width

Mu/bd2 N/mm2

mm2

mm2/ m width