REPORT ON
CONSTRUCTION OF GUDEMAHALINGESHWARA LIFT
IRRIGATION SCHEME IN BYNDOOR CONSTITUENCY OF
UDUPI DISTRICT.
Location 1: Surge Tank OHT-1
Location 2: Check Dam-1
Location 3: Surge Tank OHT-2
Location 4: Check Dam-2
Location 5: Check Dam-3
Location 6: Check Dam-4
CLIENT
Assistant Executive Engineer,
MI & GWD, Sub-Division, Udupi.
AGENCY
M/s J N S Construction Ltd.
Report No:- BCCTL/SBC/MI&GWD/16/25
DATE OF SUBMISSION: 22.01.2025
CONSULTANT
Krushi Nagar, 2nd Main, 9th Cross, Shivamogga-577201
Certificate No: 21-ICA-07-1034 Report No:- BCCTL/SBC/MI&GWD/16/25
SUMMARY
This report consists of the details about the various laboratory tests performed to
evaluate the geotechnical characteristics of the site and the recommendations made
based on the results of the tests.
LOCATION
OBJECTIVE
1. To ascertain the nature of the sub soil strata at the site through field and laboratory
testing.
2. To locate the ground water table if encountered with the depth of exploration.
3. To obtain soil data required for assessing the allowable bearing pressure and for
making the choice of type of foundation as well for the analysis and design of safe and
economical foundations.
DETAILS OF SAMPLING PIT
Soil Sampling has been done from excavated level of 1.5mtrs below GL. The un-
disturbed soil sample was collected at the bottom of excavated area. The un-disturbed
soil sample was collected in a polythene bag. The Sample was then sealed and
transported to the Lab.
FIELD AND LABORATORY INVESTIGATION
1) Visual and physical observation of soil and location survey. 2) Collecting Disturbed
& representative samples in each of the strata for the laboratory tests.3)Conducting
suitable laboratory tests on soil samples to determine the safe bearing capacity.4)All the
tests are performed as per IS recommendations.
LABORATORY INVESTIGATION
Laboratory test were performed to evaluate both index and engineering properties of
the soil samples collected during sampling. All the tests are performed as per IS
recommendations. Table 1 represents the Indian Standard Codes followed for the
testing of Soil Samples.
TECHNICAL REFERENCES / IS REFERENCE
Type of Test IS Code
Grain size analysis IS-2720 (Part4) -1985
Liquid limit and Plastic limit test IS-2720 (Part4) -1985
Natural water content IS-2720 (Part2) -1973
Field density IS-2720 (Part10) -1993
Specific Gravity IS-2720 (Part3) -1985 Sec1,2-1980
Direct Shear Test IS-2720 (Part11) -1993
SOIL TESTS AND RESULTS
Sl
Tests/Description Unit Soil sample Details
NO
SAMPLE-01 SAMPLE-02 SAMPLE-03
1 Gravel % 38.6 40.2 36.5
2 Sand % 35.4 31.5 35.0
3 Silt and Clay % 26.0 28.3 28.5
4 Liquid limit % 34.5 36.0 36.3
5 Plastic limit % 22.6 23.9 23.6
6 Plasticity index % 11.9 12.1 12.7
IS soil
7 - GC GC GC
classification
8 Cohesion Kg/cm2 0.70 0.85 0.96
Angle of shearing
9 Degree 38 40 39
resistance
10 MDD g/cc 1.98 2.05 2.00
11 OMC % 11.5 12.0 12.4
Safe Bearing
12 KN/m2 245 285 266
Capacity (SBC)
The following conclusions are made bases on laboratory investigations
1. The soil at the site in the pit is CLAYEY GRAVEL.
2. No hard rock was observed over the depth and time of investigation.
3. The ground water table was not encountered over the depth and time of investigation.
4. No Seepage water enters at a depth below GL.
SOIL TESTS AND RESULTS
Sl
Tests/Description Unit Soil sample Details
NO
SAMPLE-04 SAMPLE-05 SAMPLE-06
1 Gravel % 45.6 42.5 54.8
2 Sand % 30.5 31.4 25.6
3 Silt and Clay % 23.9 26.1 19.6
4 Liquid limit % 33.8 35.5 34.0
5 Plastic limit % 21.0 22.2 21.6
6 Plasticity index % 12.8 13.3 12.4
IS soil
7 - GC GC GC
classification
8 Cohesion Kg/cm2 0.80 0.70 0.65
Angle of shearing
9 Degree 40 40 42
resistance
10 MDD g/cc 2.02 2.04 2.15
11 OMC % 12.2 13.4 12.8
Safe Bearing
12 KN/m2 310 272 354
Capacity (SBC)
The following conclusions are made bases on laboratory investigations
1. The soil at the site in the pit is CLAYEY GRAVEL.
2. No hard rock was observed over the depth and time of investigation.
3. The ground water table was not encountered over the depth and time of investigation.
4. No Seepage water enters at a depth below GL.
SAFE BEARING CAPACITY
Based on the Shear Criterion the SBC has been worked out as Per IS 6403-1982.Raft
Foundation may be designed using the recommended safe bearing capacity with factor
of safety of 3.0 against Shear Failure.
INFERENCES
In estimating the Safe soil pressure, the following presumptions were made.
1. Local Shear parameters are used in SBC computations using Terzaghi’s bearing capacity
equation.
2. The effect of ground water table is not taken into account.
NOTE:
1)This Report should not be reproduced except in full without written approval of the laboratory.
2)The test result relate only to the Sample tested.
3)Any Claim in Legal disputes is not permitted.
4)We do not undertake involvement in any type of litigation arising out of this report submitted by us.
BRUNDAVANA CONSULTANTS AND CIVIL TESTING LABORATORY
Tested by
Authorized Signatory
SITE PHOTOS
SITE PHOTOS
SITE PHOTOS
