PERENNIAL PROBLEM OF EARTHEN BUND OF WELLINGDON RESERVOIR. ANALYSIS OF CAUSES AND REMEDIAL MEASURES A CASE STUDY.

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1 PERENNIAL PROBLEM OF EARTHEN BUND OF WELLINGDON RESERVOIR. ANALYSIS OF CAUSES AND REMEDIAL MEASURES A CASE STUDY. By Er. S. Muthu Parvatha Vardhini, Asst. Executive Engineer, (Designs) Water Resources Organisation, Tamil Nadu. Er. Amelia. Balraj, Executive Engineer, (Designs) Water Resources Organisation, Tamil Nadu.

2 Willingdon Reservoir

3 Maximum Discharge MWL FRL TBL Flood Length of the bund Sill level of surplus regulator No & size of vents of surplus regulator Capacity of the Reservoir HYDRAULIC PARTICULARS 384 cumecs R.L m R.L m R.L m 4300m R.L m 30, Nos (3.05m x1.7m) 2580Mcft (or) 73.06Mm 3 Year construction Ayacut of acre (11200 hectares)

4 ORIGINAL SECTION OF THE EARTH DAM Design or construction - Details not traceable. Techniques used - Not Data on the foundation strata available. Bund could have been - Locally available soil - Homogeneous - Absence of Filter - No foundation cutoff

5 PERFORMANCE OF THE BUND Distress noticed in the earth dam right from inception Slippage of slope Sinking of Top of bund Longitudinal cracks Flow of mud d/s of the dam Upheaval on the d/s beyond the toe

6 VARIOUS CAUSES ATTRIBUTED IN EARLY YEARS AND MEASURES SUGGESTED

7 VARIOUS CAUSES ATTRIBUTED IN EARLY YEARS AND MEASURES SUGGESTED

8 MEASURES SUGGESTED BY DSRP During May 1994, to The fact referred to the DSRP (Dam Safety Review Panel) for Tamil Nadu. Suggestions Paving on the upstream slope in vulnerable reaches. Flatten the upstream and downstream slopes to 3:1 by placing soil with good strength parameters, brought from a different source over filter material (sand) with berms on the downstream. A rock toe and toe drain on the downstream. A heel support in the form of a rock toe, of 5m or more width on the end of the upstream slope.

9 MEASURES SUGGESTED BY DSRP Even while carrying out these measures the bund continue to slip.

10 ADDITIONAL MEASURES SUGGESTED BY DSRP DSRP suggestions during 2002, Relief wells on the downstream slope, upto hard strata between the chainage 1950 and 2350 at 15m intervals with the spacing reduced to 8m in the reach LS2200 to LS 2260m. To provide 1.5m deep toe drain at a distance of 8m from the end of rock toe of the downstream slope. 6 holes of 30cm diameter to be bored in the bed of the drain upto hard strata. The bore holes shall be back filled with cleaned crushed stone. To install compacted clay-quick lime columns on the lowermost berm of the downstream slope.

11 DISTRESS OBSERVED EVEN AFTER CARRYING OUT SUGGESTIONS OF DSRP

12 REMEDIAL MEASURES AND RESULTS Rehabilitation measures done ( ) Measures implemented Reservoir level was raised gradually. At water level was at EL m, subsidence, longitudinal cracks slope slippage. shearing the relief wells, uplifting filter between the rock toe and toe drain displacing the quick lime columns.

13 DETAILED INVESTIGATIONS TO FIND OUT ROOT CAUSE OF THE PROBLEM Tests on Bund soil Shear Parameter Undrained Condition Drained Condition Angle of Internal Friction 0 30 Bore Holes drilled- At 10m d/s of LS1850m, LS1900m, LS 2000m, LS1200m, LS2200m, LS 2300m, LS 2400 m and LS 2500 m

14 BORE HOLE DETAILS Clayey Sand Fractured Rock Soft Rock with lime Clay with lime and sand Hard rock Gravelly sand Weathered rock

15 INFERENCES BASED UPON INVESTIGATIONS Condition of the Embankment Poor quality of soil of the embankment which looses its shear strength when partially or fully saturated with water Hence it is not a slope stability problem but that of poor quality of the soil and flattening the slope to ay value will not provide a stable embankment. Sub surface condition The bed soil beneath the bund had a clay layer underlain by weathered rock and thereafter by fractured rock, hence causing seepage of water

16 CAUSES OF FAILURE Sinking of bund Mudflow upheaval Clay zone Piping Fractured rock uplift Absence of cut off and high head on the upstream, caused Seepage through the clay and fractured rock zone. Piping near the toe. Erosion of weathered rock and clay overlying it thus resulting in subsidence. Since residual pressures are large near the toe, caused Upheaval due to uplift. High uplift pressure of seepage, caused Net downward force at the contact plane reduce resulting in very poor shear strength almost equal to zero and mud flow

17 CAUSES OF FAILURE Seepage through the embankment caused Low shear strength of embankment soil subsidence and cracking of bund Sinking of bund Longitudnal cracks Mudflow Clay zone Piping Fractured rock The foundation failure accelerated by the properties of soil of the bund which also has a very low shear strength, has been the ultimate reason for the distress.

18 ONE SOLUTION TO TACKLE ALL POSSIBLE CAUSES Going for total replacement of bund in the reach where, it is badly affected instead of making piece meal proposals for slips and settlements. Formation of PARALLEL BUND in a new alignment between LS 1700m to 2500m considering the following New alignment downstream of the toe of existing bund where good foundation exists Treating the foundation Design of all components of embankment, Cutoff,filter etc to the present standards. Suitably connecting the new alignment to the exiting bund at the ends Removing of existing bund in this reach.

19 ALIGNMENT OF NEW BUND Centre Line of Existing Bund Boundary of PWD Land Existing Bund Toe Existing Bund Heel Proposed Bund Toe Proposed Bund Heel

20 CROSS SECTION OF NEW BUND LS 1900

21 PRESENT STATUS OF BUND Parallel Bund formed during Initially water was Impounded upto sill of regulator Then water raised in stages of 0.3m during inflow Water stored upto (0.6m below FRL) No evidence of distress minimal flow observed in toe drain.

22 CONCLUSION A parallel bund designed as per present standards over a good foundation strata was one causes. solution to address all possible NO DISTRESS was noticed in the reconstructed and other portions of the earth dam AND BELIEVED that there will be NO DISTRESS FURTHER. TODAY THE RESERVOIR STANDS WITH A NEW LEASE OF LIFE

23 THANK YOU!

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