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GUJARAT ENERGY TRANSMISSION CORPORATION

Technical Report

Of Geotechnical Investigation for Proposed Structure of 400 KV SUB Station at Bhachunda, Tal. Abdasa, Di. Kutch

By:

Prof. (Dr.) K.C.Thaker M.Tech. and Ph.D. (Geotech) (I.I.T., Bombay);

F.I.E.(India); F.I.G.S.

Dr. K.K.Thaker M.E (Geotech); Ph.D. (Geotech), M.B.A.(Finance);

M.I.E(India); M.I.G.S; M.G.I.C.E.A.

K.C.T. Consultancy Services®

NABL Accredited Laboratory (ISO / IEC: 17025) ISO : 9001, 2008, State and Central Govt. Approved KCT House, Sayona Silver Estate-Part 2, B/h Silver Oak College of Engineering, Gota, Ahmedabad - 382 481, Gujarat, India Phone :- +91 079 65103088/89/90, +91 98250 64378 e-mail : [email protected]

August-2013

ST/13/08/5047

Geotechnical Investigation Report for Proposed Structure of 400 KV SUB Station at Bhachunda, Tal. Abdasa, Di. Kutch Introduction The report is presented herewith analyses based on thorough study of the geotechnical investigation results. The detailed scope of work was decided in consultation with officials of GETCO. A complete geotechnical investigation was undertaken by us to obtain the required subsurface information to study and to indicate the nature and behavior of soil under the application of load of Proposed Structure of 400 KV SUB Station at Bhachunda, Tal. Abdasa, Di. Kutch. For foundation analysis of the structure on the site, it is necessary to determine the soil profile of the site and to know physical properties and strength characteristics of soil at various depths. For this purpose, GETCO entrusted the geotechnical investigation to us. The following points were decided. 1. Exploratory bore hole – 4 Nos. 2. Depth of Bore hole – 10.0 m 3. Standard penetration tests at regular interval. 4. Collection of disturbed samples and undisturbed samples at regular interval. 5. To find physical properties and strength characteristics of undisturbed and

disturbed samples. 6. To locate ground water table, if any. 7. Interpretation of results, Analysis and Recommendations.

Based on the above points the detailed Geotechnical Investigation Program included the following:

(A) Field Investigation

1. Drilling of exploratory bore hole. 2. Collection of soil samples ( Disturbed and Undisturbed ) 3. Conducting Standard Penetration Test.

(B) Laboratory Investigation

1. Bulk Density and moisture content 2. Grain size analysis 3. Index properties 4. Shear tests (Triaxial shear test) 5. Consolidation tests 6. Uniaxial Compressive Test 7. Point load Index

(C) Recommendations

Based on above investigations, the results are to be obtained. The findings would be based on interpretation of Results, Analysis and computations as per relevant Indian standards.

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2.0 Field Investigation

2.1 Boring

The exploratory boreholes were drilled by Rotary drilling method. The location of Borehole was dictated by client. The depth of the test bore at the proposed location is as under:

Bore Hole No. Location Depth Investigated (m) BH – 1 to 4 Bhachunda, Tal. Abdasa, Di. Kutch 10.0

2.2 Sampling

2.2.1 Disturbed samples

Disturbed samples were collected during boring and from split spoon samplers in SPT. The samples recovered were logged, labeled and placed in polyethylene bags and sent to laboratory for testing.

2.2.2 Undisturbed samples

Undisturbed soil samples were collected in thin walled Shelby tubes as per IS 2132 only where soil is encountered. The samples thus collected were sealed with wax, labeled and transported with utmost care. In rocky stratum, undisturbed samples were collected in rock core form. Sampling was carried out to get continuous samples. The rock core samples from different depths were numbered chronologically and marked with direction of drilling and were stored in core boxes. All this samples were labeled and transported to our laboratory at Gota, Ahmedabad for testing at the earliest.

2.2.3 Standard penetration test

The standard penetration tests is conducted in accordance with IS:2131-1981. The test results show, N – Value, the blow counts of last 30 cm penetration of split spoon sampler with 63.5 kg hammer falling from 76 cm height. This test is the most appropriate in sandy soils. In clays the same indicates the consistency. While SPT is one of the important tests in soils, in rock the same is not of much significance as the N values are more than 100 i.e. refusal.

2.4 Rock Quality designation

From the cores samples recovered, % core recovery and Rock quality designation RQD were determined on cores having length more than 10cm. Based on the RQD; the rock can be classified from stand point of spacing of discontinuities.

RQD (%) Rock Classification 100-90 Very good 90-75 Good 75-50 Medium 50-25 Poor 25-0 Very poor

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3.0 Laboratory investigation

The following laboratory tests were conducted on undisturbed and disturbed soil samples collected form various depths to find physical properties and strength characteristics.

Tests Recomnd procedure Type Samples 1. Sample Preparation IS 2720 Pt I DS / UDS2. Moisture Content IS 2720 Pt II DS / UDS3. Dry Unit Weight LAMBE UDS4. Specific Gravity IS 2720 Pt III DS5. Liquid Limit IS 2720 DS6. Plastic Limit IS 2720 Pt V DS7. Grain Size Analysis IS 2720 Pt IV DS8. Soil Classification IS 1498 DS / UDS9. Consolidation IS 2720 Pt XV UDS10. U.Comp. Strength IS 2720 Pt X UDS11. Triaxial Comp. Test IS 2720 Pt X UDS

The following tests were conducted on rock sample

Tests Recomnd procedure Type Samples 1. Sample Preparation IS 4464 Rock Core2. Moisture Content IS 2720 Pt II Rock Core3. Dry Unit Weight LAMBE Rock Core4. Specific Gravity IS 2720 Pt III Rock Core5. Uniaxial Compressive

Strength IS 9143 Rock Core

6. Point load index test IS 10785 1983 Rock Core 4.0 Results

(1) The Location plan of bore hole is given in fig no.1 (2) The bore log details of Bore hole are shown in fig No. 2 to 5 (3) The Laboratory test results of Bore hole are appended in table no. 1 to 4 5.0 General stratification

From existing ground level to 0.35m depth, Blackish brown, fine to very fine grained, sandy clays of high plasticity is found, followed by yellowish brown, fine to medium grained, clayey silty sand with little gravels upto about 3.20m depth. From 3.20m to 5.20m depth, Yellowish brown and whitish particles, fine to coarse grained, highly weathered and moderately weak to weak, completely fractured rock is encountered. Last layer comprises of yellowish brown, fine to medium grained, highly weathered and moderately strong, pebbles and cobbles size fractured rock with deposition of clayey soil upto the depth of investigation.

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6.0 Computation of Safe Bearing Capacity

The safe bearing pressure for various widths of foundations when placed at various depths are calculated and appended in Appendix no. 1 based on shear and settlement criteria of soil.

7.0 Conclusions

1) General stratifications are as described in section 5.0 and as shown in respective borelogs.

2) The safe bearing capacities of shallow foundations for various widths when placed at various depths are calculated and appended in Appendix no. 1 based on shear and settlement criteria of soil. Due to Presence of clays of high plasticity adjuged to have high swelling potential foundation shallower than 1.50m is not desirable even if allowable bearing pressure is found adequate looking at loads.

3) The excavated soil except top layer of clays of high plasticity can be used for backfilling in the foundation trenches, in plinth of the structure and in sub base of pavements. The backfilling shall be done in layers with compacted thickness not exceeding 150mm. The excavation may remain vertical only for short duration during construction.

4) Ground water table is not encountered upto the depth of investigation.

5) Permeability results show poor drainage property in case of rock.

6) Based on investigation up to date, near soils are slightly alkaline and are slightly corrosive to uncoated steel, and are very slightly corrosive to concrete materials. On the basis of this information, there is very low potential for site soils to be corrosive to metallic and concrete building materials. Soil can be classified in Class 1 as per the table no. 4 of IS: 456, 2000. In such exposure ordinary Portland cement or Portland slag cement can be used for all buried RCC structural members. The concrete shall be designed for moderate exposure condition as suggested in Table no. 3 of IS: 456, 2000. The minimum cement content shall not be less than 300 kg / m3 and the W/C shall not be more than 0.50.

7) We have prepared this report for the exclusive use of clients and as per the scope and specification instructed by them verbally or in writing. No other use is anticipated or authorized by clients. The report shall be used only by the client for the project and purposes described herein at the locations shown by him and explored by us. The finding and recommendations are valid when the onsite and offsite conditions affecting the structures in project are not changed due to the actions of man or nature. Professional judgments presented in this report are based on evaluations of the technical information gathered, understanding of the proposed construction, and general experience in the geotechnical field. We have performed according to generally accepted geotechnical engineering practices followed in the

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project area at the time the services were provided. No warranty is expressed or implied. The report is issued with the understanding that the owner and client choose the risk they decide to incur by the expenditures involved in the engineering and construction. The findings and recommendations presented in this report are based upon soil conditions inferred from site explorations, interpolation of the soil conditions between exploration locations, and extrapolation of these conditions throughout the proposed site area. The extent of investigation as well as specific exploration locations were dictated by the clients. The findings and recommendations are further based on the assumption that the subsurface conditions do not deviate appreciably from those reported and those assumed. The potential for encountering conditions different from those assumed can never be discounted. If different subsurface conditions are encountered if any, must be brought to our attention before execution & in a timely manner so that the need for revised recommendations can be evaluated. In the event of changes in design loads or structural characteristics or in location of the structure, clients should review its design based on our recommendation and their applicability to the revision he made in a timely manner.

Dr. K K Thaker Prof. (Dr.) K C Thaker

M.E. Geotech; Ph.D. (Geotech),MBA Finance M.Tech. and Ph.D. (Geotech–IIT Bombay)

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Project :

Shear Criteria Settlement Criteria( m ) ( m ) ( m ) ( t / m2 ) ( t / m2 ) ( t / m2 )

2.00 2.00 2.00 16 24 16

2.00 2.50 2.50 15 19 15

2.00 3.00 3.00 15 16 15

2.50 2.00 2.00 16 27 16

2.50 2.50 2.50 16 22 16

2.50 3.00 3.00 15 19 15

3.00 2.00 2.00 17 30 17

3.00 2.50 2.50 16 24 16

3.00 3.00 3.00 16 21 16

3.50 2.00 2.00 18 33 18

3.50 2.50 2.50 17 27 17

3.50 3.00 3.00 17 23 17

KCT Consultancy Services, AhmedabadAPPENDIX - 1

SUMMARY OF SAFE BEARING CAPACITIES BASED ON DIFFERENT CRITERIAProposed structure of 66 kV s/s of GETCO at Bhachunda, Tal. Abdasa

Depth of Foundation Length of Foundation Width of Foundation Safe Bearing Capacities Based on Allowable Bearing Pressure

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Sr.

Length Width C φ Nc Nq - 1 Nγ Sc Sq Sγ dc dq dγ ic iq iγ γ 0.5 γ

No. m m m Kg/cm2 degree gm/cc Wq Wγ t / m2

1 2.00 2.00 2.00 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.22 1.00 1.00 1.00 1.00 1.00 1.82 0.91 1.00 0.50 16

2 2.50 2.50 2.00 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.18 1.00 1.00 1.00 1.00 1.00 1.82 0.91 1.00 0.50 15

3 3.00 3.00 2.00 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.15 1.00 1.00 1.00 1.00 1.00 1.82 0.91 1.00 0.50 15

4 2.00 2.00 2.50 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.28 1.00 1.00 1.00 1.00 1.00 1.82 0.91 0.90 0.50 16

5 2.50 2.50 2.50 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.22 1.00 1.00 1.00 1.00 1.00 1.82 0.91 0.90 0.50 16

6 3.00 3.00 2.50 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.19 1.00 1.00 1.00 1.00 1.00 1.82 0.91 0.90 0.50 15

7 2.00 2.00 3.00 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.33 1.00 1.00 1.00 1.00 1.00 1.82 0.91 0.83 0.50 17

8 2.50 2.50 3.00 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.27 1.00 1.00 1.00 1.00 1.00 1.82 0.91 0.83 0.50 16

9 3.00 3.00 3.00 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.22 1.00 1.00 1.00 1.00 1.00 1.82 0.91 0.83 0.50 16

10 2.00 2.00 3.50 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.39 1.00 1.00 1.00 1.00 1.00 1.82 0.91 0.79 0.50 18

11 2.50 2.50 3.50 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.31 1.00 1.00 1.00 1.00 1.00 1.82 0.91 0.79 0.50 17

12 3.00 3.00 3.50 0.49 9 6.82 0.72 0.57 1.30 1.20 0.80 1.26 1.00 1.00 1.00 1.00 1.00 1.82 0.91 0.79 0.50 17

Depth Factors Inclination Factors Unit Weight Safe Bearing Capacity

For Square Isolated Foundation

Project :

Depth of Foundation

1) Factor of safety is 2.5

2) Depth of foundation shall be from E G L

Water Table Correction

Size of Foundation Shear Parameter Bearing Capacity Factors

Note :-

Shape Factors

KCT Consultancy Services, AhmedabadAPPENDIX - 1.1

Calculation of net Safe Bearing Capacity Based on Shear Parameters C - φqu = 1 / FS [ 2 / 3 C Nc dc Sc ic + γd (Nq - 1) Sq dq iq Wq + 0.5 γ B Nγ Sγ dγ iγ Wγ ]

Proposed structure of 66 kV s/s of GETCO at Bhachunda, Tal. Abdasa

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Sr. No. Depth of Footing D

Width of Footing B

Comp Index Cc Depth of Compressible

Stratum H

Voids Ratio e0 Initial Over Burden

Pressure p0

λ factor related to pore pressure

parameter

Correction for depth

Permissible Settlement Sc

Allowable Bearing Pressure

m m m T / m2 mm T / m2

1 2.00 2.00 0.13 4.00 0.72 7.28 0.7 0.73 40 24

2 2.00 2.50 0.13 5.00 0.72 8.19 0.7 0.76 40 19

3 2.00 3.00 0.13 6.00 0.72 9.10 0.7 0.80 40 16

4 2.50 2.00 0.13 4.00 0.72 8.19 0.7 0.73 40 27

Settlement SC = { ( CC H ) / ( 1 + e0 ) } log10 { ( P0 + ΔP ) / P0 }

KCT Consultancy Services, Ahmedabad

Calculation of Allowable Bearing Pressure for Settlement of 40 mm

Project:- Proposed structure of 66 kV s/s of GETCO at Bhachunda, Tal. Abdasa

APPENDIX - 1.2

5 2.50 2.50 0.13 5.00 0.72 9.10 0.7 0.73 40 22

6 2.50 3.00 0.13 6.00 0.72 10.01 0.7 0.75 40 19

7 3.00 2.00 0.13 4.00 0.72 9.10 0.7 0.73 40 30

8 3.00 2.50 0.13 5.00 0.72 10.01 0.7 0.73 40 24

9 3.00 3.00 0.13 6.00 0.72 10.92 0.7 0.73 40 21

10 3.50 2.00 0.13 4.00 0.72 10.01 0.7 0.73 40 33

11 3.50 2.50 0.13 5.00 0.72 10.92 0.7 0.73 40 27

12 3.50 3.00 0.13 6.00 0.72 11.83 0.7 0.73 40 23

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NOTATIONS C Cohesion φ Angle of internal friction of soil DS Disturbed Sample UDS Undisturbed Sample NMC Natural Moisture Content NP Non Plastic Soils G Specific Gravity G Gravel Content M Silt Content S Sand Content C Clay Content LL Liquid Limit PL Plastic Limit PI Plasticity Index Cc Compression Index K Coefficient of Permeability UCS Unconfined Compression N SPT Value BH Bore Hole Suffix The Number of Bore Holes Nc,Nq,Nγ Bearing Capacity Factor Sc,Sq,Sγ Shape Factors γ Density of Soil D Depth of foundation FS Factor of Safety Cv Coefficient of consolidation UU Unconsolidated undrained triaxial test CU Consolidated undrained triaxial test CD Consolidated drained triaxial test GC Clayey Gravels GP Poorely Graded Gravels GW Well Graded Gravels SC Clayey Sand SM Silty Sand SW Wel Graded Sand SP Poorly Graded Sand CH Clays of High Plasticity CI Clays of Intermediate Plasticity CL Clays of Low Plasticity MH Silts of High Plasticity MI Silts of Intermediate Plasticity ML Silts of Low Plasticity

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REFERENCE Indian Standards Murthy V.N.S. Lambe T.W. Peck, R.S.Hanson W.E. Nayak, N.V. Kaniraj S.R. Alam Singh

IS 2720 Pt II, III, IV, V, XIII, XXXI,XXVII,XXVIS1498,IS6403,IS 1904 Soil Mechanics and Foundation engineering Dhanpat Rai and Sons Delhi Soil testing for Engineers Wiley Easter Ltd., New Delhi Foundation Engineering Asia Publishing House Foundation Engineering Manual Dhanpat Rai & Sons. Design Aids in soil mechanics and Foundation Engineering Tata Mc Graw Hill Publishing Co. Ltd. Modern Geotechnical Eng. IBT Publishing & Distributors Delhi.

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KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST

P j t P d t t f 66 kV / f GETCO t Bh h

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Natural Moisture Content Cohesion

CAngle of Internal Friction

m gm / cc gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 Kg/cm2 cm2/kg kg/cm2 % %

1 0.00 DS - - - - 0 22 50 28 51 22 29 8 - 67 CH - - - - - - - - - - - -

2 1 50 SPT 5 61 36 24 12 SC 3334

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2 1.50 SPT - - - - 5 61 36 24 12 - - - SC - - - - - - - - 33 - - -

3 3.00 DS - - - - 6 69 24 NP NP - - - SM - - - - - - - - - - - -

4 4.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

5 6.00 UDS 2.24 2.08 7.51 2.68 - - - - - - - - - - W.ROCK - - - 83.04 UCS - - - - - 0.29 22.3

6 7.50 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

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7 9.00 UDS 2.36 2.31 2.15 2.70 - - - - - - - - - - W.ROCK - - - 105.80 UCS - - - - - 0.17 14.4

8 10.00 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

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1 0.00 DS - - - - 0 66 34 24 10 - - - SC - - - - - - - - - - - -

2 1 50 SPT 4 18 45 33 60 25 35 CH 22

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2 1.50 SPT - - - - 4 18 45 33 60 25 35 - - - CH - - - - - - - - 22 - - -

3 3.00 UDS 1.82 1.53 18.65 2.64 5 15 52 28 51 21 30 8 0.29 76 CH 0.49 9 - - TUU 0.13 0.009 0.59 - - 0.72 41.9

4 4.50 SPT - - - - 3 15 50 32 57 22 35 - - - CH - - - - - - - - 34 - - -

5 6.00 DS - - - - 0 80 16 NP NP - - - SM - - - - - - - - - - - -

6 7.50 UDS 2.29 2.19 4.65 2.69 - - - - - - - - - - W.ROCK - - - 96.96 UCS - - - - - 0.23 18.7

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7 9.00 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

8 10.00 UDS 2.35 2.30 2.15 2.69 - - - - - - - - - - W.ROCK - - - 71.43 UCS - - - - - 0.17 14.5

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1 0.00 DS - - - - 0 66 32 23 9 - - - SC - - - - - - - - - - - -

2 1 50 SPT 16 50 33 23 10 SC 1634

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2 1.50 SPT - - - - 16 50 33 23 10 - - - SC - - - - - - - - 16 - - -

3 3.00 UDS 2.13 2.03 5.12 2.68 - - - - - - - - - - W.ROCK - - - 97.25 UCS - - - - - 0.32 24.4

4 4.50 UDS 2.37 2.32 2.06 2.69 - - - - - - - - - - W.ROCK - - - 79.39 UCS - - - - - 0.16 13.7

5 6.00 UDS 2.39 2.34 2.14 2.69 - - - - - - - - - - W.ROCK - - - 105.15 UCS - - - - - 0.15 13.0

6 7.50 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

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7 9.00 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

8 10.00 UDS 2.46 2.41 1.95 2.70 - - - - - - - - - - W.ROCK - - - 97.25 UCS - - - - - 0.12 10.6

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1 0.00 DS - - - - 0 35 52 13 36 26 10 - - - MI - - - - - - - - - - - -

2 1 50 SPT 10 56 36 23 13 SC 2634

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Lim φ

2 1.50 SPT - - - - 10 56 36 23 13 - - - SC - - - - - - - - 26 - - -

3 3.00 DS - - - - 11 53 36 24 12 - - - SC - - - - - - - - - - - -

4 4.50 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

5 6.00 UDS 2.37 2.34 1.17 2.74 - - - - - - - - - - W.ROCK - - - 95.42 UCS - - - - - 0.17 14.5

6 7.50 UDS 2.40 2.37 1.16 2.75 - - - - - - - - - - W.ROCK - - - 96.36 UCS - - - - - 0.16 13.7

34

36

7 9.00 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

8 10.00 UDS 2.32 2.28 1.72 2.74 - - - - - - - - - - W.ROCK - - - 105.59 UCS - - - - - 0.20 16.8

ST/13/08/5047

Page no.14 of 19

ST/13/08/5047

Page no.15 of 19

1

Bhachunda, Tal. Abdasa, Di. Kutch

From To

m m m N 1 N 2 N 3 N0.00 Blackish brown, fine to very fine grained, sandy clays of high

plasticity (CH) 0.00 to 0.35m 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 10 14 19 33 - -2.00 0.35 to 2.80m2.50

3.00 3.00 3.00 4.50 DS - - - - - -3.50

4.00

4.50 4.50 4.50 6.00 Core 13 18 55 >100 - -5.00 4cm5.50

6.00 6.00 6.00 7.50 Core - - - - 10.3 -6.50

7.00

7.50 7.50 7.50 9.00 DS - - - - - -8.00

8.50

9.00 9.00 9.00 10.00 Core - - - - 8.8 -9.50

10.00 10.00 10.00 10.30 DS - - - - - -


Location :

Depth of Water Table :

Depth of Termination : 10.0M

Project : GETCO, 400 KV SUB STATION

Bore Hole No. :

Not encountered During investigation

Date of Start: 7/10/2013

7/11/2013

BORE LOG DATA SHEET

Depth

Not

atio

n

Soil Description

Drill Run

m

Depth ofSample

Core Recovery (%)

RemarksMethod ofBoring

Discontinuous framework of highly weathered, moderately weak,dark brownish, interlocking rock fragments of pebbles to cobblessize with infilled clayye soils 5.20 to 10.0m

Date of Completion:

RQD (%)

SPT N Value/Penetration of S.S.S

Cas

ing

Type ofSample

Yellowish brown, fine to medium grained, clayey sand withoccational to little gravels (SC)

Yellowish brown and whitish particles, fine to coarse grained,highly weathered and moderately weak to weak, completelyfractured rock mass 3.20 to 5.20m

Yellowish and dark brownish, fine to medium grained, silty sand(SM) 2.80 to 3.20m

Not

Use

d

Rot

ary

drill

ing

met

hod

water table encountered at m depth during investigation

ST/13/08/5047

Page no.16 of 19

2Bhachunda, Tal. Abdasa, Di. Kutch

From Tom m m N 1 N 2 N 3 N

0.00 Dark brownish, fine to medium grained, clayey sand withoccational gravels (SC)0.00 to 0.35m 0.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 3.00 SPT 4 8 14 22 - -2.002.503.00 3.00 3.00 4.50 UDS - - - - - -3.504.004.50 0.35 to 5.40m 4.50 4.50 6.00 SPT 14 16 18 34 - -5.005.506.00 6.00 6.00 7.50 DS - - - - - -6.507.007.50 7.50 7.50 9.00 DS - - - - - -8.008.509.00 9.00 9.00 10.00 Core - - - - 9.3 -9.50

10.00 10.00 10.00 10.30 Core - - - - 10.4 -7.10 to 10.0m

Rot

ary

drill

ing

met

hod

Not

Use

d

Reddish brown, fine to medium grained, silty sand (SM) 5.40 to7.10m

Reddish brown, fine to very fine grained, silty clays of highplasticity with occational gravels (CH)

Core Recovery (%)

RQD (%) Remarks

m

BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

nSoil Description

Depth ofSample

Drill RunType ofSample


Depth of Termination : 10.0MDepth of Water Table : Not encountered During investigation

Bore Hole No. : Date of Start: 7/11/2013Location : Date of Completion: 7/11/2013

Discontinuous framework of highly weathered, moderately weak,dark brownish, interlocking rock fragments of pebbles to cobblessize with infilled clayye soils




ST/13/08/5047

Page no.17 of 19



0.00 Dark brownish, fine to medium grained, clayey sand (SC) 0.00 to 0.35m 0.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 3.00 SPT 4 4 12 16 - -2.00 0.35 to 2.80m2.503.00

3.00 3.00 4.50 CORE - - - - 11.3 -

3.504.004.50 4.50 4.50 6.00 CORE - - - - 10.1 -5.005.506.00 6.00 6.00 7.50 CORE - - - - 9.4 -6.507.007.50 7.50 7.50 9.00 DS - - - - - -8.008.50

9.00 9.00 9.00 10.00 DS - - - - - -9.5010.00 10.00 10.00 10.50 CORE - - - - 29.0 -

9.20 to 10.00m

Moderately weathered, moderately strong, yellowish brown, fineto medium grained, rock with closely spaced discontinuties

Rot

ary

drill

ing

met

hod

Not

Use

d

Yellowish brown, fine to coarse grained, clayey sand with muchgravels and pebbles size rock fragments (SC)

Core Recovery (%)

RQD (%) Remarks

m

BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

nSoil Description

Depth ofSample

Drill RunType ofSample


Depth of Termination : 10.0MDepth of Water Table : Not encountered During investigation

Bore Hole No. : Date of Start: 7/9/2013Location : Date of Completion: 7/9/2013



Discontinuous framework of highly weathered, moderatelyweak, dark brownish, interlocking rock fragments of pebbles tocobbles size with infilled clayye soils 2.80 to 9.20m


ST/13/08/5047

Page no.18 of 19



0.00 Blackish brown, fine to very fine grained, silt of intermediateplasticity (MI) 0.00 to 0.35m 0.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 3.00 SPT 6 11 15 26 - -2.00 0.35 to 2.80m2.503.00 3.00 3.00 4.50 DS - - - - - -3.504.00

4.50 4.50 4.50 6.00 DS - - - - - -5.005.506.00 6.00 6.00 7.50 CORE - - - - 8.6 -6.507.007.50 7.50 7.50 9.00 CORE - - - - 11.3 -8.008.509.00 9.00 9.00 10.00 DS - - - - - -9.50

10.00 10.00 10.00 10.20 CORE - - - - 15.6 -

Reddish brown, fine to coarse grained, clayey sand with little tosome gravels (SC)



Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d

Type ofSample

SPT N Value/Penetration of S.S.S Core Recovery (%)

RQD (%)

Reddish brown, fine to coarse grained, clayey sand with muchgravels and pebbles size fracrtured rock fragments (SC) 2.80 to4.00m

Depth of Water Table : Not encountered During investigationBORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

nSoil Description

Depth ofSample

Drill Run

Location : Date of Completion: 7/10/2013Depth of Termination : 10.0M

Bore Hole No. : Date of Start: 7/9/2013

Discontinuous framework of highly weathered, moderately weak,dark brownish, interlocking rock fragments of pebbles to cobblessize with infilled clayye soils 2.80 to 10.0m

ST/13/08/5047

Page no.19 of 19

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