Design of Raw Water Reservoir (R-1)

Owner

INDIA POWER CORPORATION (HALDIA) LIMITED

Owner’s

Consultant

DEVELOPMENT CONSULTANTS PVT. LTD. KOLKATA

Main BOP Contractor

BF INFRASTRUCTURE LTD. NOIDA UP

Prepared by

KHAIRUL

Checked by SUHAN

Approved by

S. PAUL

Project: - 3X150 MW COAL BASED POWER PLANT HALDIA, WEST BENGAL Title: - DESIGN CALCULATION OF RW RESERVOIR.

Job No. - C001

Document No. BF-C001-120-DC-C001 REV. 1

‘RECORDS OF REVISION’ Rev No. Date Revision Details Revised By Approved By

0 19.07.12 Released for Approval - - 1 24.08.12 Revised as per DCPL’s comment dated

09.08.12 Khairul S Paul

BF INFRASTRUCTURE

Ltd.

Description:

DESIGN CALCULATION OF RW RESERVOIR.

PROJECT:

3x150MW,Haldia TPP, West Bengal, India

DOC NO.: BF-C001-120-DC-C001

REV. NO. R-1 24.08.12 Page

Cust. Doc No: Customer IPCL(HALDIA)

BFL Doc No: BF-C001-120-DC-C001 Consultant: DC Pvt.Ltd

Statutory Warning: All rights reserved. Reproduction, use or disclosure to third parties, without express written authority, is strictly prohibited

CONTENT

1. INTRODUCTION

2. SCOPE OF REPORT

3. REFFERENCES

4. DESIGN CONSTANTS

APPENDIX - I DESIGN OF RCC WALL AND FOUNDATION.

APPENDIX –II RESERVOIR CAPACITY CALCULATION.

APPENDIX –III ANALYSIS OF SLOPE STABILITY.

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PROJECT:


DOC NO.: BF-C001-120-DC-C001

REV. NO. R-1 24.08.12 Page




1.INTRODUCTION:

This report presents the design calculation of Raw water Reservoir. There are boundary

wall on three sides and Raw water Pump House on one side of reservoir. Approximate

volume of the reservoir is 3,69,299.22 m3. A 250 mm thick brick wall is provided as a toe

wall on four side of reservoir except at inlet point and raw water pump house portion. At

inlet point, a 250 thick RCC wall of 2.9 m length is provided. side slope of the reservoir is

1:2 (V:H) and side slope at inlet portion is 1:3.51(V:H). A pair of RCC wall is provided at

junction of these two slope. A pair of staircase is provided to access the reservoir. Depth

of reservoir from FGL is 6.5m.side slope is lined with precast concrete tiles

(600mmX600mmX50mm). 65 mm thick PCC is provided at the bottom of the

reservoir.500 micron thick LDPE film is provided at the bottom of tiles and PCC.

2. SCOPE OF THE REPORT:

The scope of the report includes design of RCC wall and its foundation .The wall is

designed against soil pressure. Here this load is governing load . One typical wall is

designed here. The approximate volume of reservoir also calculated here.

3.REFERENCES:

Following codes and documents are used in design.

i) IS: 456 -2000 Plain and Reinforced Concrete- code of practice.

ii) SP 16 Design Aids of Reinforced concrete to IS 456.

iii) Moody’s Chart.

iv) DBR of this project.

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4. DESIGN CONSTANTS:

i) Grade of structural steel = Fe 500

ii) Grade of concrete = M 30

iii) Density of concrete = 25 KN/m3

iv) Density of soil = 18 KN/m3

v) Coefficient of earth pressure at Rest (K0 ) =0.5

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REV. NO. R-1 24.08.12 Page




APPENDIX –I

DESIGN OF RCC WALL

AND FOUNDATION.

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DOC NO.: BF-C001-120-DC-C001

REV. NO. R-1 24.08.12 Page




APPENDIX –II

RESERVOIR CAPACITY

CALCULATION

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APPENDIX –III

ANALYSIS OF

SLOPE STABILITY

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Slope Stability Assesment in Raw Water ReservoirSide slope of Raw Water Reservoir is 1:2(V:H). Slope stability is analysied by method of slice and φu=0 Method Of analysis.A) Method Of Slice:This method is analysied under condition where full or partial drainage take places.This analysis take into account both cohesive and frictional soil properties.Soil properties( CL No.4.2.1 Of geotechnical Report) Condition: Consolidated Quick Direct Shear Test(DRSH-CQ)Bulk density of soil (γ) = 18.2 Kn/m3

Cohesion(C) = 6 Kn/m2 SlopeAngle(β) = 26.60 ⁰

Friction Angle(φ) = 26 ⁰ Direction Angle αA = 25 ⁰

αB = 35 ⁰

Area (A)=bXh W =γ*AΔL =b/cosα

Radius Of Slip Circle = 12.804 m

Slice No. Slice Width(b) Slice Depth(h) Area(A) Soil weight(W) α sinα Cosα ΔL T=Wsinα N=WcosαUnit m m m2 Kn/m Degree m Kn/m Kn/m

1 1.6808 3.441 5.79 105.38 33 0.5447 0.8387 2.004 57.41 88.392 1.6808 4.918 8.27 150.52 17.4 0.2991 0.9543 1.762 45.03 143.653 1.6808 5.336 8.97 163.26 6.8 0.1185 0.993 1.693 19.35 162.124 1.6808 5.217 8.77 159.62 -1.9 -0.0332 0.9995 1.682 -5.3 159.555 1.6808 4.703 7.91 143.97 -10 -0.1737 0.9849 1.707 -25.01 141.86 1.6808 3.84 6.46 117.58 -17.7 -0.3041 0.9527 1.765 -35.76 112.027 1.6808 2.626 4.42 80.45 -25.5 -0.4306 0.9026 1.863 -34.65 72.628 1.6808 1.005 1.69 30.76 -33.8 -0.5563 0.831 2.023 -17.12 25.57

Σ 14.499 3.95 905.72

F.O.S = (c*ΣL+tanφ*ΣN)/ΣT= 133.86 Hence Safe

Trial-1Radius Of Slip Circle = 12.819 m


1 2.44025 2.649 6.47 117.76 58.7 0.8545 0.5196 4.697 100.63 61.192 2.44025 5.576 13.61 247.71 41.6 0.664 0.7478 3.264 164.48 185.243 2.44025 7.283 17.78 323.6 28.3 0.4741 0.8805 2.772 153.42 284.934 2.44025 7.28 17.77 323.42 16.5 0.2841 0.9589 2.545 91.89 310.135 2.44025 6.53 15.94 290.11 5.4 0.0942 0.9956 2.452 27.33 288.846 2.44025 5.306 12.95 235.69 -5.6 -0.0976 0.9953 2.452 -23.01 234.597 2.44025 3.605 8.8 160.16 -16.7 -0.2874 0.9579 2.548 -46.03 153.428 2.44025 1.368 3.34 60.79 -28.5 -0.4772 0.8789 2.777 -29.01 53.43

Σ 23.507 439.7 1571.77


3X150 MW Coal Based Thermal Power Plant at Haldia

Direction Angles Proposed by Fellenius are taken from Soil

Mechanics & Foundation Engg. Book By VNS Murthy.

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1 2.10625 1.772 3.74 68.07 54.8 0.8172 0.5765 3.654 55.63 39.252 2.10625 4.116 8.67 157.8 41.3 0.6601 0.7513 2.804 104.17 118.563 2.10625 4.923 10.37 188.74 30.1 0.5016 0.8652 2.435 94.68 163.34 2.10625 4.857 10.24 186.37 20.1 0.3437 0.9391 2.243 64.06 175.035 2.10625 4.384 9.24 168.17 10.7 0.1857 0.9827 2.144 31.23 165.276 2.10625 3.559 7.5 136.5 1.6 0.028 0.9997 2.107 3.83 136.467 2.10625 2.398 5.06 92.1 -7.5 -0.1306 0.9915 2.125 -12.03 91.328 2.10625 0.894 1.89 34.4 -16.7 -0.2874 0.9579 2.199 -9.89 32.96

Σ 19.711 331.68 922.15




1 1.95575 1.477 2.89 52.6 52.8 0.7966 0.6046 3.235 41.91 31.812 1.95575 3.426 6.71 122.13 41 0.6561 0.7548 2.592 80.13 92.193 1.95575 3.87 7.57 137.78 31 0.5151 0.8572 2.282 70.98 118.114 1.95575 3.867 7.57 137.78 22 0.3747 0.9272 2.11 51.63 127.755 1.95575 3.516 6.88 125.22 13.5 0.2335 0.9724 2.012 29.24 121.776 1.95575 2.862 5.6 101.92 5.3 0.0924 0.9958 1.964 9.42 101.57 1.95575 1.928 3.78 68.8 -2.8 -0.0489 0.9989 1.958 -3.37 68.738 1.95575 0.716 1.41 25.67 -10.9 -0.1891 0.982 1.992 -4.86 25.21

Σ 18.145 275.08 687.07




1 1.812 1.244 2.26 41.14 50.9 0.7761 0.6307 2.873 31.93 25.952 1.812 2.5 4.53 82.45 40.8 0.6535 0.757 2.394 53.89 62.423 1.812 2.928 5.31 96.65 32 0.53 0.8481 2.137 51.23 81.974 1.812 2.983 5.41 98.47 23.9 0.4052 0.9143 1.982 39.91 90.045 1.812 2.742 4.97 90.46 16.4 0.2824 0.9594 1.889 25.55 86.796 1.812 2.247 4.08 74.26 9.1 0.1582 0.9875 1.835 11.75 73.347 1.812 1.517 2.75 50.05 2 0.0349 0.9994 1.814 1.75 50.028 1.812 0.562 1.02 18.57 -5.1 -0.0889 0.9961 1.82 -1.66 18.5

Σ 16.744 214.35 489.03




1 1.67 0.818 1.37 24.94 49.2 0.757 0.6535 2.556 18.88 16.32 1.67 1.647 2.76 50.24 40.6 0.6508 0.7593 2.2 32.7 38.153 1.67 2.061 3.45 62.79 33 0.5447 0.8387 1.992 34.21 52.674 1.67 2.172 3.63 66.07 26 0.4384 0.8988 1.859 28.97 59.395 1.67 2.037 3.41 62.07 19.4 0.3322 0.9433 1.771 20.62 58.566 1.67 1.689 2.83 51.51 13.1 0.2267 0.974 1.715 11.68 50.187 1.67 1.149 1.92 34.95 6.9 0.1202 0.9928 1.683 4.21 34.78 1.67 0.428 0.72 13.11 0.8 0.014 1 1.67 0.19 13.11

Σ 15.446 151.46 323.06


Minimum FOS obtained from this analysis is 1.59 which is more than 1. Hence the slope is stable.

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Slope Stability Assesment

Rotational Analysis(φu =0 Method Of Analysis)In this method we are considering that when faliure may be expected to take place so rapidly that no drainage occurs, the undrained shear strength of soil is considered and angle of internal friction is considered as zero.

Soil properties( CL No.4.2.1 Of geotechnical Report) Condition:Triaxial Unconsolidated Undrained Test(TRSH-UU)Stratum-IBulk density of soil(γ) = 18.2 Kn/m3 Radius Of Slip Circle(R) = 16.25 mCohesion(C) = 25 Kn/m2 SlopeAngle(β) = 26.60 ⁰Friction Angle(φ) = 0 ⁰

ABCD slope (H:V=2:1)has been is drawn . To locate the centre of rotation, extend thebisector of line BC to cut the vertical line drawn from C at point O. O as the center and OC as radius,Slip Circle has been drawn.Now, OC = R = 16.25 mArea BECFB = 2/3* EF*BC EF= 1.716 m

A = 16.63 m2 BC = 14.53 mTherefore soil weight per meter width (W) = A*γ*1

i.e. W= 302.67 KnW acts through point G which has been taken as the middle of EF.Now, X=lever arm= 6.884 m

θ = Subtended angle = 53 ⁰Length of arc BEC = R*θ

= 15.03 mDisturbing moment = W*x = 2083.59 Kn-m/mRestraining moment= (Length of arc BEC *Cohesion*Radius)

= 6105.94 Kn-m/mFactor of safety FOS = Restrainning Moment/Distrubing Moment

= 2.94 Hence Safe

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Slope Stability Assesment

Rotational Analysis(φu =0 Method Of Analysis With Tension Crack)In this method we are considering that when faliure may be expected to take place so rapidly that no drainage occurs, the undrained shear strength of soil is considered and angle of internal friction is considered as zero.

Soil properties( CL No.4.2.1 Of geotechnical Report) Condition:Triaxial Unconsolidated Undrained Test(TRSH-UU)Stratum-IBulk density of soil (γ) = 18.2 Kn/m3 Radius Of Slip Circle(R) = 16.25 mCohesion(C) = 25 Kn/m2 SlopeAngle(β) = 26.60 ⁰Friction Angle(φ) = 0 ⁰

ABCD slope (H:V=2:1)has been is drawn . To locate the centre of rotation, extend thebisector of line BC to cut the vertical line drawn from C at point O. O as the center and OC as radius,Slip Circle has been drawn.Now, OC = R = 16.25 mArea BECFB = 2/3* EF*BC EF= 1.716 m

A = 16.63 m2 BC = 14.53 mTherefore soil weight per meter width (W) = A*γ*1

i.e.W= 302.67 KnW acts through point G which has been taken as the middle of EF.Now, X=lever arm= 6.884 m

θ = Subtended angle = 53 ⁰Length of arc BEC = R*θ

= 15.03 mDisturbing moment = W*x = 2083.59 Kn-m/m

Effect of Tension CrackMaximum height of tension crack = Z = (2*C)/γ

= 2.75 m

If the tension crack is filled with water then water thrust= 0.5 * γw * Z02

= 37.82 KnLever arm= y = 11.583 mDistrubing moment = 438.1 Kn-m/mTotal distrubing moment = 2521.69 Kn-m/mNow,θ1(Subtended angle COH) = 40 ⁰

Length of arc CEH = R*θ1= 11.34 m

Restraining moment= (Length of arc CEH *Cohesion*Radius)= 4606.88 Kn-m/m

Factor of safety Considering Tension CrackFOS = Restrainning Moment/Distrubing Moment

= 1.83 Hence Safe

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Design of Raw Water Reservoir (R-1)