Riverfront Development for Mula, Mutha & Mula-Mutha …puneriverfront.com/upload/2016-06-08-SOIL TESTING REPORT OF HCP... · Riverfront Development for Mula, Mutha & Mula-Mutha River

Riverfront Development for Mula, Mutha & Mula-Mutha RiverPune, Maharashtra

Technical Report of Geotechnical InvestigationFor Proposed Structure

Client: Pune Municipal Corporation

Date: 31st May 2016

Consultant:HCP Design Planning & Management Pvt. LtdParitosh, Usmanpura, Ahmedabad

Geo technical Consultant:K.C.T. Consultancy Services®NABL A dit d KCT HNABL Accredited,KCT House, Sayona Silver Estate-Part 2,B/h Silver Oak College of Engineering,Gota, Ahmedabad

KCT Consultancy Services, Ahmedabad

INDEX

Sr.No. Content Page

1. Introduction 1

2. Field Investigation 2

3. Laboratory Investigation 3

4. Results 4

5. General stratifications 4

6. Geologic Hazard 5

7. Conclusions 5,6

8. Limitations 6

9. Notation 7

10. Reference 8

11. Annexure-A 9

12. Test results 10 to 33

13. Location Plan 34

14. Annexure-B 35

15. Borelog results 36 to 59

16. Annexure-C 61

17. Photographs 62 to 66

Pune Municipal Corporation HCP Design, Planning and Management Pvt.Ltd. K.C.T. Consultancy Services®

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Geotechnical Investigation Report for Proposed Structure for Mula, Mutha and Mula-Mutha River Development Project, Pune, Maharashtra Introduction The report is presented herewith analyses based on thorough study of the geotechnical investigation results. 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/rock under the application of load of proposed structure in river front development on river Mula, Mutha and Mula-Mutha, Pune, Maharashtra.

For foundation analysis of the structure on the site, it is necessary to determine the soil/rock profile of the site and to know physical properties and strength characteristics of soil/rock at various depths. For this purpose, HCP Design Planning and Project Management Pvt. Ltd entrusted the geotechnical investigation to us.

The following points were decided.

1. Exploratory bore hole – 24 2. Standard penetration tests at different interval. 3. Collection of disturbed samples and undisturbed samples at different interval. 4. To find physical properties and strength characteristics of undisturbed and disturbed

samples. 5. To locate ground water table, if any. 6. 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/rock samples ( Disturbed and Undisturbed ) 3. Conducting Standard Penetration Test.

(B) Laboratory Investigation 1. Bulk Density and moisture content on rock and soil 2. Grain size analysis and Index properties on soil 3. Shear tests and consolidation tests on soil 4. Uniaxial Compressive Test on rock cores 5. Point load Index on rock lumps (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 with mud circulation. Drilling was carried out using hydraulic feed drilling rig using surface set diamond bits fitted to double tube core barrels. The locations of boreholes were dictated by consultants. The diameter of boreholes was Nx size. All the drill holes were terminated at planned depth. The depth of the test bore at the proposed location is as under:

Details of the Exploratory Bore Holes

Bore Hole

No. Co-ordinates in DD-MM-SS

Reduced level (m) Depth Investigated (m) Latitude Longitude

BH – 1 18-27"56.31 73-47"56.82 555 7.0 BH – 2 18-28"24.60 73-48"29.91 548 9.0 BH – 3 18-28"56.45 73-49"25.48 546 7.0 BH – 5 18-30"24.33 73-50"11.70 545 7.0 BH – 6 18-31"4.09 73-50"46.57 542 7.0 BH – 7 18-31"33.19 73-51"27.94 542 7.0

BH – 10 18-32"33.46 73-53"31.71 537 7.0 BH – 11 18-32"31.52 73-54"11.56 537 7.0 BH – 12 18-32"20.27 73-54"57.46 533 7.0 BH – 13 18-32"11.97 73-56"14.59 537 8.0 BH – 14 18-32"31.54 73-56"36.49 536 8.0 BH – 15 18-32"48.24 73-57"17.03 531 7.0 BH – 16 18-35"13.75 73-45"36.28 551 8.0 BH – 17 18-34"53.25 73-46"46.66 549 10.0 BH – 20 18-34"4.82 73-48"49.54 547 7.0 BH – 21 18-34"3.98 73-49"42.85 549 8.0 BH – 22 18-34"25.94 73-49"53.35 552 10.0 BH – 23 18-34"20.81 73-50"55.73 550 8.0 BH – 24 18-35"4.12 73-51"36.66 549 10.0 BH – 25 18-34"37.60 73-52"17.77 546 7.0 BH – 26 18-33"51.24 73-52"23.40 545 8.0 BH – 28 18-32"49.51 73-51"16.96 547 9.0 BH – 29 18-32"19.10 73-51"17.87 543 9.0 BH – 30 18-31"55.12 73-51"34.70 540 9.0

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.

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2.2.2 Undisturbed samples In soil strata undisturbed soil samples were collected in thin walled Shelby tubes as per IS 2132. The samples thus collected were sealed with wax, labeled and transported to laboratory with utmost care. In rocky strata 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 test 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 non-cohesive soils. In clays the same indicates the consistency. While one of the important tests in soils, SPT in rock is not of much significance. N values in sound rock is generally 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

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 Recommended procedure Type Samples

1. Sample Preparation IS 2720 Pt I DS / UDS

2. Moisture Content IS 2720 Pt II DS / UDS

3. Dry Unit Weight LAMBE UDS

4. Specific Gravity IS 2720 Pt III DS

5. Liquid Limit IS 2720 DS

6. Plastic Limit IS 2720 Pt V DS

7. Grain Size Analysis IS 2720 Pt IV DS

8. Soil Classification IS 1498 DS / UDS

9. Consolidation IS 2720 Pt XV UDS

10. Unconfined Comp. Strength IS 2720 Pt X UDS

11. Triaxial Comp. Test IS 2720 Pt X UDS

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The following tests were conducted on rock sample

Tests Recommended 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 holes are given in fig no. 1 (2) The bore log details are shown in fig no. 2 to 25 (3) The Laboratory test results are appended in table no. 1 to 24 5.0 General stratification 5.1 Surface Condition River Mula Mutha and Mula Mutha has shallow and broad gorge. Both the banks of river are occupied by colonies and other settlement just abutting the river. River bed is completely undulating. Some of the site approaches are very difficult and steep.

5.2 Subsurface Soil Conditions Based on the subsurface investigations at the site (see boring logs), the subsurface can be said to comprise of mainly three horizons.

Stratum 1 – This overburden stratum consists mainly of alluvial and residual soils. This stratum is superficial and has thickness of about 0.5 to 2.5m up to BH 22. After location of BH 23, the thickness of over burden increases and reaches up to about 5m at certain locations. Cross section profile shows the variation in stratification assuming linear variations between the exploration locations. Soils are typically saturated. The general consistency of the soil is soft becoming stiff towards depth.

Stratum 2 – This consists of moderate to highly weathered and fractured rock with soil infilling. This stratum does not exist at all exploration locations but found at random all along the alignment.

Stratum 3 – This stratum consists of moderate to slightly weathered, moderately weak to moderately strong and massive Amygdaloidal Basalt.

In general it can be said that after about 1.5 to 2m from bed level rocky stratum is encountered.

5.3 Groundwater Conditions Groundwater was encountered at about 1m depth during investigation in March to April 2016. As such for all analysis it is required to consider water table at the bank level only, which can be the worst scenario.

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6.0 Geologic Hazards 6.1 General Geologic and seismic hazards are those hazards that may impact a site due to the surrounding geologic and seismic conditions. Geologic hazards include landslides, flooding and erosion, subsidence, and poor soil conditions. Seismic hazards include phenomena that occur during or soon after an earthquake, such as primary ground rupture, strong ground shaking, liquefaction and seismically induced settlement. The potential for these hazards to impact the site have been assessed based on available information and published data.

6.2 Poor Soil Conditions (Expansive, Corrosive and erodible Soils) Changes in the water content of a highly expansive soil can result in severe distress to structures constructed on or against the soil. At site such expansive clays are encountered at few locations. Necessary measures are needed to be taken to protect structure from swelling pressure.

Corrosive soils are materials that have the potential to adversely impact buried metallic pipes, concrete, and other underground structures due to their chemical makeup. Based on the test results, it can be said that near soils are slightly alkaline and are slightly corrosive to uncoated steel and are very slightly corrosive to rebar in concrete materials. Soil can be classified in Class 1 based on sulphite content and as per the table no. 4 of IS: 456, 2000. In such exposure, mitigation measures may not be necessary.

Flooding and the consequent erosion associated with flooding are those hazards that are the result of concentrated flow of storm water during torrential rains. There can be potential for flooding all along the site. Tops soils in overburden being non cohesive at many places are erodible. Scour potential in massive rock is nil.

6.3 Primary Ground Rupture Primary ground rupture is ground deformation that occurs along the surface trace of the causative fault during an earthquake. No active faults are known to exist in available references, within the subject site area. Therefore, primary ground rupture may not be considered a hazard to the project.

6.4 Strong Ground Motion The site is located within a seismically active region (Zone 3; ref IS 1893). Because the site is in probable seismically active region, it follows that it may be subjected to seismic shaking and strong ground motion resulting from seismic activity along active faults.

6.5 Shear Strength Loss (Cyclic Softening or liquefaction) SSL is unlikely in rocky strata.

7.0 Conclusions 1) General stratifications are as described in section 5.0 and as shown in respective bore

logs.

2) In case of river front development, diaphragm wall is crucial structure. Wall is required to be socketed into massive and moderately strong rock. Socketing shall be adequate to ensure stability of wall under expected earth pressure of reclamation on banks.

3) Potential for scour in negligible in weathered fractured rock while the same in massive rock is nil.

4) Ground water table is encountered at around 1m in March to April, 2016m depth during investigation.

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5) Permeability results show very poor drainage property in case of rock and clays of high to intermediate plasticity.

6) The excavated soil except top layer of clays of high plasticity soil can be used in the foundation trenches, in plinth of the structure and in sub base of pavements. Fill material suitability should be determined by the testing. Materials for filling shall not contain rocks or hard lumps greater than 75 mm in maximum dimension and should have at least 80 percent passing the 9.5mm sieve and at least 5 percent passing the 0.075 mm sieve. The fill materials should be free of organics, debris, or other deleterious materials. Any imported materials shall have water-soluble sulfate and chloride contents that are less than 1000 parts per million and 500 parts per million, respectively, pH greater than 7.0 and Expansion Index less than 20. Back filling shall be done in layers with compacted thickness not exceeding 300 mm. The excavation may remain vertical for shorter duration during construction therefore it is desirable to keep the side slope in excavation to be atleast 1V:0.5H and with berms of about 1m width at vertical spacing not exceeding 3m for deep excavations.

7) It may please be noted that, suitable support shall be provided and used to prevent, so far as is reasonably practicable and as early as is practicable in the course of the foundation work in excavation, which may be danger to any person or adjacent property or materials from dislodgement of earth or any other material forming the side of excavation.

8.0 Limitation 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 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

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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, XXV IS1498, 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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Annexure A- Test results

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KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST

Project :-BH No. :-

Location Co-Ordinate :-Reduced Level :-

Proposed structures in Mula, Mutha and Mula Mutha River Development Project at Pune1N - 18'27"56.31, E- 73'47"56.82555 m

Grain Size AnalysisSr Field Dry Depth of Type of Field Consolidation ParametersShear ParameterConsistancy Natural

m gm / cc gm / cc % % % % % % % % % K / 2 % K / 2 Degree K / 2 K / 2 2/k k / 2 % %

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

1 0.00 DS - - - - 16 52 36 24 12 - - - SC - - - - - - - - - - - -

2 0.85 UDS 2.64 2.63 0.41 2.91 - - - - - - - - - - ROCK - - 304.22 - UCS - - - - 81.5 0.11 9.6

3 1.50 UDS 2.41 2.40 0.53 2.73 - - - - - - - - - - ROCK - - 86.42 - UCS - - - - 73.3 0.14 12.2

4 3.00 UDS 2.45 2.44 0.54 2.73 - - - - - - - - - - ROCK - - 113.01 - UCS - - - - 48.7 0.12 10.7

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5 4.50 UDS 2.68 2.67 0.56 2.91 - - - - - - - - - - ROCK - - 332.95 - UCS - - - - 90.7 0.09 8.4

6 6.00 UDS 2.69 2.68 0.43 2.94 - - - - - - - - - - ROCK - - 284.93 - UCS - - - - 89 0.10 8.9

UDS - Undisturbed SampleDS - Disturbed SampleSPT - Standard Penetration TestsNP - Non PlasticTUU - Triaxial Unconsolidated UndrainedTCU - Triaxial Consolidated UndrainedDSU - Direct Shear TestUCS - Unconfined Compression Strength

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Project :-BH No. :-


Proposed structures in Mula, Mutha and Mula Mutha River Development Project at Pune2N- 18'28"24.60, E- 73'48"29.91 548 m



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1 0.00 DS - - - - 17 60 16 NP NP - - - SM - - - - - - - - - - - -

2 1.20 UDS 2.38 2.37 0.56 2.75 - - - - - - - - - - W.ROCK - - - 99.18 UCS - - - - - 0.16 13.9

3 1.50 UDS 2.48 2.47 0.53 2.75 - - - - - - - - - - ROCK - - 95.36 - UCS - - - - 40.7 0.11 10.3

4 3.00 UDS 2.71 2.70 0.45 3.00 - - - - - - - - - - ROCK - - 334.36 - UCS - - - - 78.7 0.11 10.1

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5 4.50 UDS 2.78 2.76 0.58 2.97 - - - - - - - - - - ROCK - - 334.75 - UCS - - - - 79.3 0.07 6.9

6 6.00 UDS 2.83 2.81 0.61 2.93 - - - - - - - - - - ROCK - - 302.57 - UCS - - - - 82 0.04 4.0

7 7.50 UDS 2.47 2.45 0.83 2.72 - - - - - - - - - - ROCK - - 85.58 - UCS - - - - 64.7 0.11 9.9


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Project :-BH No. :-


Proposed structures in Mula, Mutha and Mula Mutha River Development Project at Pune3N - 18'28'56.45, E-73'49'25.48 546 m



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1 0.00 DS - - - - 4 20 47 29 53 22 31 10 - 67 CH - - - - - - - - - - - -

2 0.70 UDS 2.38 2.36 0.88 2.72 - - - - - - - - - - ROCK - - 95.48 - UCS - - - - 25 0.15 13.3

3 1.50 UDS 2.46 2.45 0.60 2.76 - - - - - - - - - - ROCK - - 110.78 - UCS - - - - 80.7 0.13 11.4

4 3.00 UDS 2.69 2.68 0.43 2.92 - - - - - - - - - - ROCK - - 279.00 - UCS - - - - 72.7 0.09 8.3

5 4.50 UDS 2.66 2.65 0.56 2.97 - - - - - - - - - - ROCK - - 232.65 - UCS - - - - 68.7 0.12 10.9

6 6.00 UDS 2.80 2.79 0.46 2.98 - - - - - - - - - - ROCK - - 336.58 - UCS - - - - 93 0.07 6.5


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Project :-BH No. :-


Proposed structures in Mula, Mutha and Mula Mutha River Development Project at Pune5N- 18'30"24.33, E- 73'50"11.70545 m



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1 0.00 DS - - - - 19 48 32 23 9 - - - - - - - - - - - - - - -

2 1.50 DS - - - - 26 47 33 23 10 - - - - - - - - - - - - - - -

3 2.20 UDS 2.39 2.37 0.75 2.73 - - - - - - - - - - ROCK - - 112.32 - UCS - - - - 27.5 0.15 13.1

4 3.00 UDS 2.73 2.72 0.33 2.78 - - - - - - - - - - ROCK - - 344.57 - UCS - - - - 68.7 0.02 2.1

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5 4.50 UDS 2.38 2.36 0.89 2.72 - - - - - - - - - - ROCK - - 81.19 - UCS - - - - 58 0.15 13.3

6 6.00 UDS 2.69 2.67 0.57 2.78 - - - - - - - - - - ROCK - - 264.00 - UCS - - - - 53 0.04 3.8


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Project :-BH No. :-


Proposed structures in Mula, Mutha and Mula Mutha River Development Project at Pune6N- 18'31"4.09, E- 73'50"46.57 542 m



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1 0.00 DS - - - - 21 58 29 20 9 - - - SC - - - - - - - - - - - -

2 1.50 DS - - - - 19 52 30 22 8 - - - SC - - - - - - - - - - - -

3 3.00 DS - - - - 23 73 NP NP NP - - - SP - - - - - - - - - - - -

4 3.20 UDS 2.73 2.71 0.64 2.97 - - - - - - - - - - ROCK - - 262.88 - UCS - - - - 53.1 0.09 8.7

29

4

21

5 4.50 UDS 2.84 2.83 0.35 2.97 - - - - - - - - - - ROCK - - 232.44 - UCS - - - - 16.7 0.05 4.7

6 6.00 UDS 2.46 2.45 0.50 2.75 - - - - - - - - - - W.ROCK - - 104.18 - UCS - - - - 51 0.12 11.0


Page no.14 of 66


Project :-BH No. :-


Proposed structures in Mula, Mutha and Mula Mutha River Development Project at Pune7N- 18'31"33.19, E 73'51"27.94542 m



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t

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Silt

San

d

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ualit

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esig

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SP

T N

Val

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Tes

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Por

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Voi

d R

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S b

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oint

Loa

d In

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in ro

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Pla

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Lim

it



φ


1 0.00 DS - - - - 18 77 NP NP NP - - - SP - - - - - - - - - - - -

2 1.50 SPT - - 6.32 - 24 73 NP NP NP - - - SP - - - - - - - - >100 - - -

3 3.00 DS - - - - 26 71 NP NP NP - - - SP - - - - - - - - - - - -

4 4.50 SPT - - 15.94 - 28 68 NP NP NP - - - SP - - - - - - - - >100 - - -

3

3

4

5

5 4.70 UDS 2.38 2.36 0.70 2.73 - - - - - - - - - - W.ROCK - - - 97.68 UCS - - - - - 0.16 13.4

6 6.00 UDS 2.37 2.36 0.51 2.72 - - - - - - - - - - W.ROCK - - - 121.04 UCS - - - - - 0.15 13.3


Page no.15 of 66


Project :-BH No. :-


Proposed structures in Mula, Mutha and Mula Mutha River Development Project at Pune10N- 18'32"33.46, E-73'53"31.71 537 m



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Coe

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ndex

Density

Sw

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Liqu

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Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Silt

San

d

Cla

y

Roc

k Q

ualit

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esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes

t

Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it



φ


1 0.00 DS - - - - 0 17 70 13 32 18 14 - - - CL - - - - - - - - - - - -

2 0.65 UDS 2.40 2.38 0.79 2.75 - - - - - - - - - - W.ROCK - - 111.10 - UCS - - - - 69.4 0.15 13.4

3 1.50 UDS 2.35 2.33 0.84 2.70 - - - - - - - - - - W.ROCK - - 78.71 - UCS - - - - 44 0.16 13.7

4 3.00 UDS 2.83 2.81 0.61 2.93 - - - - - - - - - - W.ROCK - - 281.90 - UCS - - - - 76.7 0.04 4.0

5 4.50 UDS 2.84 2.83 0.39 2.90 - - - - - - - - - - W.ROCK - - 286.00 - UCS - - - - 72 0.03 2.4

6 6.00 UDS 2.74 2.73 0.52 2.93 - - - - - - - - - - W.ROCK - - 398.86 - UCS - - - - 90 0.07 7.0


Page no.16 of 66


Project :-BH No. :-


Proposed structures in Mula, Mutha and Mula Mutha River Development Project at Pune11N-18-32"31.52, L-73-54"11.56 537 m



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In

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Density

Sw

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Pla

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ity In

dex

Liqu

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Spe

cific

Gra

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Unc

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Com

pres

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Tes

t

Soi

l Cla

ssifi

catio

n

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

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SP

T N

Val

ue

Typr

of S

hear

Tes

t

Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it



φ


1 0.00 DS - - - - 51 47 NP NP NP - - - - - - - - - - - - - - -

2 1.50 DS - - - - 43 38 NP NP NP - - - - - - - - - - - - - - -

3 3.00 UDS 2.44 2.43 0.51 2.72 - - - - - - - - - - W.ROCK - - - 87.79 UCS - - - - - 0.12 10.7

4 4.50 UDS 2.71 2.70 0.34 2.98 - - - - - - - - - - W.ROCK - - 236.24 - UCS - - - - 13.3 0.10 9.4

19

Filled up soil

2

5 6.00 UDS 2.78 2.77 0.31 2.91 - - - - - - - - - - ROCK - - 321.80 - UCS - - - - 59 0.05 4.8


Page no.17 of 66


Project :-BH No. :-





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Pre

-con

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atio

n P

ress

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Com

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In

dex

CC

Gra

vel

No

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Sw

ell I

ndex

Density

Sw

ellin

g P

ress

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Pla

stic

ity In

dex

Liqu

id L

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Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes

t

Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it



φ


1 0.00 DS - - - - 54 38 NP NP NP - - - - - - - - - - - - - - -

2 1.50 DS - - - - 46 36 28 18 10 - - - - - - - - - - - - - - -

3 3.00 SPT - - - - 53 31 29 20 9 - - - - - - - - - - - >100 - - -

4 4.50 DS - - - - 62 30 NP NP NP - - - - - - - - - - - - - - -

18

16

8

Filled up Soil

8

5 4.70 UDS 2.83 2.81 0.61 2.95 - - - - - - - - - - ROCK - - 393.18 - UCS - - - - 63.8 0.05 4.6

6 6.00 UDS 2.71 2.70 0.42 2.92 - - - - - - - - - - ROCK - - 390.17 - UCS - - - - 88 0.08 7.6


Page no.18 of 66


Project :-BH No. :-





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f V

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bilit

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v

Pre

-con

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n P

ress

ure

Com

pres

sion

In

dex

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Gra

vel

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Sw

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ndex

Density

Sw

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ity In

dex

Liqu

id L

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Spe

cific

Gra

vity

Unc

onfin

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Com

pres

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Tes

t

Soi

l Cla

ssifi

catio

n

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes

t

Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it



φ


1 0.00 DS - - - - 56 30 27 17 10 - - - - - - - - - - - - - - -

2 1.50 DS - - - - 49 38 28 19 9 - - - - - - - - - - - - - - -

3 1.80 UDS 2.44 2.42 0.64 2.75 - - - - - - - - - - ROCK - - 99.39 - UCS - - - - 8.3 0.13 11.8

4 3.00 UDS 2.45 2.43 0.82 2.76 - - - - - - - - - - ROCK - - 84.32 - UCS - - - - 8 0.14 12.0

13Boulderous

14

5 4.50 UDS 2.77 2.76 0.45 2.99 - - - - - - - - - - ROCK - - 434.22 - UCS - - - - 33.3 0.08 7.8

6 6.00 UDS 2.70 2.68 0.64 2.90 - - - - - - - - - - ROCK - - 369.88 - UCS - - - - 54.7 0.08 7.5

7 7.00 UDS 2.64 2.62 0.64 2.92 - - - - - - - - - - ROCK - - 286.22 - UCS - - - - 90 0.11 10.2


Page no.19 of 66


Project :-BH No. :-


Proposed structures in Mula, Mutha and Mula Mutha River Development Project at Pune14N- 18'32"31.54, E-73'56"36.49536 m



Shr

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Coe

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Pre

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In

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Sw

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ndex

Density

Sw

ellin

g P

ress

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Pla

stic

ity In

dex

Liqu

id L

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Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes

t

Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it



φ


1 0.00 DS - - - - 0 4 68 28 51 22 29 9 - 92 CH - - - - - - - - - - - -

2 1.50 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

3 1.70 UDS 2.77 2.76 0.36 2.94 - - - - - - - - - - ROCK - - 244.66 - UCS - - - - 36.9 0.07 6.1

4 3.00 UDS 2.75 2.74 0.37 2.90 - - - - - - - - - - ROCK - - 228.83 - UCS - - - - 32.7 0.06 5.5

5 4.50 UDS 2.69 2.68 0.53 2.99 - - - - - - - - - - ROCK - - 413.70 - UCS - - - - 64.7 0.12 10.5

6 6.00 UDS 2.83 2.81 0.60 2.91 - - - - - - - - - - ROCK - - 400.57 - UCS - - - - 66 0.03 3.3

7 7.00 UDS 2.84 2.83 0.52 2.97 - - - - - - - - - - ROCK - - 316.29 - UCS - - - - 90 0.05 4.9


Page no.20 of 66


Project :-BH No. :-





Shr

inka

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ent o

f V

olum

e C

ompr

essi

bilit

y m

v

Pre

-con

solid

atio

n P

ress

ure

Com

pres

sion

In

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CC

Gra

vel

No

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Sw

ell I

ndex

Density

Sw

ellin

g P

ress

ure

Pla

stic

ity In

dex

Liqu

id L

imit


Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes

t

Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it



φ


1 0.00 DS - - - - 0 24 63 13 33 20 13 - - - CL - - - - - - - - - - - -

2 1.50 UDS 1.85 1.46 26.79 2.64 9 24 52 15 31 15 16 - - - CL 0.45 10 - - TUU 0.13 0.0139 0.22 - - 0.81 44.7

3 3.00 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

4 3.20 UDS 2.83 2.81 0.62 2.91 - - - - - - - - - - W.ROCK - - - 264.04 UCS - - - - - 0.03 3.3

5 4.50 UDS 2.73 2.71 0.61 2.92 - - - - - - - - - - W.ROCK - - 391.12 - UCS - - - - 3.3 0.08 7.1

6 6.00 UDS 2.67 2.66 0.36 2.93 - - - - - - - - - - ROCK - - 442.07 - UCS - - - - 60 0.10 9.2


Page no.21 of 66


Consistancy Consolidation ParametersShear ParameterDepth of Type of Field Natural Grain Size AnalysisSr Field Dry

Project :-BH No. :-




Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes

tSample Sample Bulk Density

Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

e C

ompr

essi

bilit

y m

v

Pre

-con

solid

atio

n P

ress

ure

Com

pres

sion

In

dex

CC

Gra

vel

No

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Sw

ell I

ndex

Density

Sw

ellin

g P

ress

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Pla

stic

ity In

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Liqu

id L

imit


1 0.00 DS - - - - 0 24 52 24 41 15 26 - - - CI - - - - - - - - - - - -

2 1.50 SPT - - - - 5 86 NP NP NP - - - SP-SM - - - - - - - - 7 - - -

3 2.40 UDS 2.68 2.66 0.57 2.96 - - - - - - - - - - ROCK - - - 256.92 UCS - - - - - 0.11 10.0

4 3.00 UDS 2.76 2.75 0.42 2.91 - - - - - - - - - - ROCK - - 335.22 - UCS - - - - 82 0.06 5.6

9

5 4.50 UDS 2.73 2.72 0.44 3.00 - - - - - - - - - - ROCK - - 328.81 - UCS - - - - 34 0.10 9.4

6 6.00 UDS 2.84 2.83 0.45 2.92 - - - - - - - - - - ROCK - - 237.51 - UCS - - - - 72 0.03 3.2

7 7.00 UDS 2.71 2.70 0.40 2.97 - - - - - - - - - - ROCK - - 408.51 - UCS - - - - 60 0.10 9.1


Page no.22 of 66



Project :-BH No. :-




Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes


Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

e C

ompr

essi

bilit

y m

v

Pre

-con

solid

atio

n P

ress

ure

Com

pres

sion

In

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CC

Gra

vel

No

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Sw

ell I

ndex

Density

Sw

ellin

g P

ress

ure

Pla

stic

ity In

dex

Liqu

id L

imit


1 0.00 DS - - - - 0 22 51 27 45 16 29 - - - CI - - - - - - - - - - - -

2 1.50 SPT - - - - 0 21 58 21 49 26 23 - - - CI - - - - - - - - 8 - - -

3 3.00 SPT - - - - 0 20 58 22 38 14 24 - - - CI - - - - - - - - 11 - - -

4 4.50 UDS 1.66 1.44 15.43 2.64 0 34 50 16 34 17 17 - - - CL 0.39 8 - - TUU 0.17 0.0162 0.72 - - 0.84 45.5

5 6.00 SPT - - - - 0 64 36 23 13 - - - SC - - - - - - - - 19 - - -

6 7.50 SPT - - - - 0 36 42 22 37 13 24 - - - CI - - - - - - - - 12 - - -

7 8.10 UDS 2.75 2.74 0.41 3.00 - - - - - - - - - - ROCK - - 349.24 - UCS - - - - 71.1 0.10 8.7

8 9.00 UDS 2.84 2.82 0.59 2.95 - - - - - - - - - - ROCK - - 343.14 - UCS - - - - 95 0.04 4.3

36


Page no.23 of 66



Project :-BH No. :-




Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes


Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

e C

ompr

essi

bilit

y m

v

Pre

-con

solid

atio

n P

ress

ure

Com

pres

sion

In

dex

CC

Gra

vel

No

Free

Sw

ell I

ndex

Density

Sw

ellin

g P

ress

ure

Pla

stic

ity In

dex

Liqu

id L

imit


1 0.00 DS - - - - 0 29 50 21 49 27 22 - - - CI - - - - - - - - - - - -

2 0.10 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

3 2.90 UDS 2.40 2.37 1.17 2.69 - - - - - - - - - - W.ROCK - - 52.51 - UCS - - - - 14.7 0.13 11.8

4 3.00 UDS 2.84 2.82 0.58 2.96 - - - - - - - - - - ROCK - - 260.28 - UCS - - - - 75.3 0.05 4.6

5 4.00 UDS 2.42 2.41 0.55 2.76 - - - - - - - - - - W.ROCK - - 120.81 - UCS - - - - 23.3 0.15 12.8

6 4.50 UDS 2.38 2.37 0.56 2.72 - - - - - - - - - - W.ROCK - - 114.64 - UCS - - - - 49.3 0.15 13.0

7 5.00 UDS 2.64 2.63 0.37 2.96 - - - - - - - - - - ROCK - - 434.69 - UCS - - - - 66 0.13 11.1


Page no.24 of 66



Project :-BH No. :-




Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes


Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

e C

ompr

essi

bilit

y m

v

Pre

-con

solid

atio

n P

ress

ure

Com

pres

sion

In

dex

CC

Gra

vel

No

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Sw

ell I

ndex

Density

Sw

ellin

g P

ress

ure

Pla

stic

ity In

dex

Liqu

id L

imit


1 0.00 DS - - - - 0 28 50 22 39 15 24 - - - CI - - - - - - - - - - - -

2 0.90 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

3 1.50 UDS 2.40 2.36 1.69 2.69 - - - - - - - - - - W.ROCK - - 58.06 - UCS - - - - 6.7 0.14 12.3

4 3.00 UDS 2.34 2.30 1.77 2.71 - - - - - - - - - - W.ROCK - - 53.22 - UCS - - - - 44 0.18 15.2

5 4.50 UDS 2.36 2.31 2.00 2.72 - - - - - - - - - - W.ROCK - - 77.19 - UCS - - - - 70 0.18 14.9

6 6.00 UDS 2.44 2.42 0.76 2.74 - - - - - - - - - - W.ROCK - - 112.27 - UCS - - - - 81.3 0.13 11.6

7 7.00 UDS 2.42 2.41 0.61 2.75 - - - - - - - - - - W.ROCK - - 96.06 - UCS - - - - 80 0.14 12.5


Page no.25 of 66



Project :-BH No. :-




Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

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Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes


Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

e C

ompr

essi

bilit

y m

v

Pre

-con

solid

atio

n P

ress

ure

Com

pres

sion

In

dex

CC

Gra

vel

No

Free

Sw

ell I

ndex

Density

Sw

ellin

g P

ress

ure

Pla

stic

ity In

dex

Liqu

id L

imit


1 0.00 DS - - - - 4 37 33 26 46 19 27 - - - CI - - - - - - - - - - - -

2 1.50 SPT - - - - 42 32 35 23 12 - - - GC - - - - - - - - 6 - - -

3 3.00 DS - - - - 41 32 32 23 9 - - - GC - - - - - - - - - - - -

4 3.40 UDS 2.42 2.40 0.72 2.72 - - - - - - - - - - ROCK - - - 107.20 UCS - - - - - 0.13 11.7

26

27

5 4.50 UDS 2.81 2.80 0.45 2.98 - - - - - - - - - - ROCK - - 412.00 - UCS - - - - 39.3 0.07 6.1

6 6.00 UDS 2.82 2.81 0.37 2.95 - - - - - - - - - - ROCK - - 367.96 - UCS - - - - 38 0.05 4.8

7 7.50 UDS 2.47 2.45 0.78 2.73 - - - - - - - - - - W.ROCK - - 101.20 - UCS - - - - 64 0.11 10.2

8 9.00 UDS 2.41 2.39 0.67 2.72 - - - - - - - - - - W.ROCK - - 96.40 - UCS - - - - 53 0.14 12.0


Page no.26 of 66



Project :-BH No. :-




Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes


Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

e C

ompr

essi

bilit

y m

v

Pre

-con

solid

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n P

ress

ure

Com

pres

sion

In

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CC

Gra

vel

No

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Sw

ell I

ndex

Density

Sw

ellin

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ure

Pla

stic

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Liqu

id L

imit


1 0.00 DS - - - - 3 33 42 22 38 15 23 - - - CI - - - - - - - - - - - -

2 1.50 DS - - - - 15 35 28 22 37 14 23 - - - CI - - - - - - - - - - - -

3 2.10 UDS 2.41 2.38 1.27 2.72 - - - - - - - - - - W.ROCK - - - 71.66 UCS - - - - - 0.14 12.5

4 3.00 UDS 2.38 2.35 1.10 2.69 - - - - - - - - - - W.ROCK - - 78.02 - UCS - - - - 20.7 0.14 12.5

5 4.50 UDS 2.46 2.45 0.54 2.75 - - - - - - - - - - ROCK - - 105.95 - UCS - - - - 95.3 0.12 11.0

6 6.00 UDS 2.42 2.40 0.72 2.76 - - - - - - - - - - W.ROCK - - 114.43 - UCS - - - - 86.7 0.15 12.9

7 7.00 UDS 2.80 2.79 0.46 2.96 - - - - - - - - - - W.ROCK - - 433.97 - UCS - - - - 96 0.06 5.8


Page no.27 of 66



Project :-BH No. :-




Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes


Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

e C

ompr

essi

bilit

y m

v

Pre

-con

solid

atio

n P

ress

ure

Com

pres

sion

In

dex

CC

Gra

vel

No

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Sw

ell I

ndex

Density

Sw

ellin

g P

ress

ure

Pla

stic

ity In

dex

Liqu

id L

imit


1 0.00 DS - - - - 5 21 60 14 34 19 15 15 - 23 CL - - - - - - - - - - - -

2 1.50 SPT - - - - 0 21 49 30 55 24 31 - - - CH - - - - - - - - 7 - - -

3 3.00 UDS 1.81 1.42 27.84 2.66 0 37 32 31 55 21 34 8 0.28 68 CH 0.29 2 - - TUU 0.25 0.0261 0.42 - - 0.88 46.8

4 4.50 SPT - - - - 0 21 50 29 52 21 31 - - - CH - - - - - - - - 11 - - -

5 6.00 DS - - - - 0 28 39 33 60 25 35 - - - CH - - - - - - - - - - - -

6 6.50 UDS 2.73 2.72 0.41 2.92 - - - - - - - - - - ROCK - - 402.67 - UCS - - - - 33 0.07 6.9

7 7.50 UDS 2.81 2.79 0.60 2.94 - - - - - - - - - - ROCK - - 423.99 - UCS - - - - 86 0.05 5.0

8 9.00 UDS 2.77 2.76 0.42 3.00 - - - - - - - - - - ROCK - - 285.87 - UCS - - - - 67 0.09 8.1


Page no.28 of 66



Project :-BH No. :-




Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

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esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes


Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

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ompr

essi

bilit

y m

v

Pre

-con

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n P

ress

ure

Com

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In

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Gra

vel

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Density

Sw

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Liqu

id L

imit


1 0.00 DS - - - - 0 22 65 13 34 20 14 - - - CL - - - - - - - - - - - -

2 1.50 DS - - - - 43 34 36 24 12 - - - Boulderous - - - - - - - - - - - -

3 2.20 UDS 2.38 2.36 0.69 2.73 - - - - - - - - - - W.ROCK - - 86.66 - UCS - - - - 15 0.15 13.4

4 3.00 UDS 2.41 2.39 0.72 2.73 - - - - - - - - - - W.ROCK - - 122.43 - UCS - - - - 58.7 0.14 12.4

23

5 4.50 UDS 2.66 2.65 0.38 2.98 - - - - - - - - - - ROCK - - 377.88 - UCS - - - - 76.7 0.12 11.1

6 6.00 UDS 2.66 2.64 0.59 2.95 - - - - - - - - - - ROCK - - 372.04 - UCS - - - - 78 0.12 10.4


Page no.29 of 66



Project :-BH No. :-




Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

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esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes


Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

e C

ompr

essi

bilit

y m

v

Pre

-con

solid

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n P

ress

ure

Com

pres

sion

In

dex

CC

Gra

vel

No

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Sw

ell I

ndex

Density

Sw

ellin

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Pla

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ity In

dex

Liqu

id L

imit


1 0.00 DS - - - - 0 22 66 12 34 21 13 - - - CL - - - - - - - - - - - -

2 1.50 SPT - - - - 0 20 63 17 34 15 19 - - - CL - - - - - - - - 13 - - -

3 3.00 UDS 1.88 1.56 20.34 2.66 0 22 55 23 40 15 25 - - - CI 0.53 5 - - TUU 0.13 0.0138 0.49 - - 0.70 41.3

4 4.50 DS - - - - 41 33 34 24 10 - - - GC - - - - - - - - - - - -26

5 4.70 UDS 2.74 2.73 0.51 2.96 - - - - - - - - - - ROCK - - 273.67 - UCS - - - - 76.9 0.09 7.9

6 6.00 UDS 2.72 2.71 0.43 2.94 - - - - - - - - - - ROCK - - 243.12 - UCS - - - - 68 0.09 7.9

7 7.00 UDS 2.74 2.73 0.35 3.00 - - - - - - - - - - ROCK - - 433.49 - UCS - - - - 80 0.10 9.0


Page no.30 of 66



Project :-BH No. :-




Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes


Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

e C

ompr

essi

bilit

y m

v

Pre

-con

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atio

n P

ress

ure

Com

pres

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In

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CC

Gra

vel

No

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Sw

ell I

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Density

Sw

ellin

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ress

ure

Pla

stic

ity In

dex

Liqu

id L

imit


1 0.00 DS - - - - 0 64 37 24 13 - - - SC - - - - - - - - - - - -

2 1.50 DS - - - - 0 67 36 24 12 - - - SC - - - - - - - - - - - -

3 1.60 UDS 2.82 2.81 0.33 2.92 - - - - - - - - - - ROCK - - 251.03 - UCS - - - - 35 0.04 3.7

4 3.00 UDS 2.82 2.81 0.51 2.92 - - - - - - - - - - ROCK - - 251.66 - UCS - - - - 64.7 0.04 3.9

33

36

5 4.50 UDS 2.80 2.79 0.39 2.90 - - - - - - - - - - ROCK - - 383.58 - UCS - - - - 66.7 0.04 3.8

6 6.00 UDS 2.68 2.67 0.54 2.95 - - - - - - - - - - ROCK - - 366.19 - UCS - - - - 88 0.11 9.6

7 7.50 UDS 2.74 2.73 0.55 2.93 - - - - - - - - - - ROCK - - 442.22 - UCS - - - - 89.3 0.08 7.0


Page no.31 of 66



Project :-BH No. :-


Proposed structures in Mula, Mutha and Mula Mutha River Development Project at Pune29E 379150.37 m N2050164.10 m 543 m


Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

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Tes


Spe

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Gra

vity

Unc

onfin

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Com

pres

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t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

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ompr

essi

bilit

y m

v

Pre

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n P

ress

ure

Com

pres

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In

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CC

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vel

No

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Sw

ell I

ndex

Density

Sw

ellin

g P

ress

ure

Pla

stic

ity In

dex

Liqu

id L

imit


1 0.00 DS - - - - 0 28 41 31 57 23 34 8 - 65 CH - - - - - - - - - - - -

2 1.50 SPT - - - - 0 31 39 30 54 22 32 - - - CH - - - - - - - - 15 - - -

3 3.00 UDS 1.89 1.50 26.00 2.66 0 28 44 28 51 20 31 9 0.28 79 CH 0.63 6 - - TUU 0.12 0.0098 0.52 - - 0.77 43.6

4 4.50 SPT - - - - 0 32 38 30 56 25 31 - - - CH - - - - - - - - 19 - - -

5 5.10 UDS 2.46 2.45 0.54 2.73 - - - - - - - - - - W.ROCK - - - 86.04 UCS - - - - - 0.12 10.4

6 6.00 UDS 2.63 2.61 0.58 2.91 - - - - - - - - - - ROCK - - 412.59 - UCS - - - - 53.3 0.11 10.1

7 7.50 UDS 2.43 2.42 0.55 2.72 - - - - - - - - - - W.ROCK - - 93.16 - UCS - - - - 36.7 0.13 11.2


Page no.32 of 66



Project :-BH No. :-




Por

osity

Voi

d R

atio

UC

S b

y P

oint

Loa

d In

dex

in ro

ck

Pla

stic

Lim

it

limitsCohesion


φ

Silt

San

d

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SP

T N

Val

ue

Typr

of S

hear

Tes


Spe

cific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soi

l Cla

ssifi

catio

n

Moisture Content

Shr

inka

ge L

imit

Coe

ffici

ent o

f V

olum

e C

ompr

essi

bilit

y m

v

Pre

-con

solid

atio

n P

ress

ure

Com

pres

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In

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CC

Gra

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No

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ell I

ndex

Density

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Pla

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Liqu

id L

imit


1 0.00 DS - - - - 16 79 NP NP NP - - - SP - - - - - - - - - - - -

2 1.50 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

3 1.70 UDS 2.39 2.37 0.71 2.72 - - - - - - - - - - W.ROCK - - 85.66 - UCS - - - - 36.2 0.15 12.8

4 3.00 UDS 2.47 2.45 0.62 2.75 - - - - - - - - - - W.ROCK - - 102.32 - UCS - - - - 84 0.12 10.7

5

5 4.50 UDS 2.67 2.65 0.61 2.94 - - - - - - - - - - ROCK - - 411.73 - UCS - - - - 80.7 0.11 9.7

6 6.00 UDS 2.69 2.67 0.57 2.92 - - - - - - - - - - ROCK - - 358.65 - UCS - - - - 83.3 0.09 8.4

7 7.50 UDS 2.71 2.70 0.35 2.93 - - - - - - - - - - ROCK - - 355.59 - UCS - - - - 81.3 0.08 7.8


Page no.33 of 66

Page no.34 of 66

Annexure B- Bore logs

Page no.35 of 66

1Uttamnagar site7.00m Surface set diamond bits N - 18-27"56.31, E- 73-47"56.82 Nx size, 54 mmEncountered at 0.70m depth during investigation 555 m

From Tom m m N 1 N 2 N 3 N

0.000.00 0.00 0.85 DS - - - - - -

0.50 0.85 0.85 1.50 CORE - - - - 81.5 81.51.001.50 1.50 1.50 3.00 CORE - - - - 73.3 73.32.002.503.00 3.00 3.00 4.50 CORE - - - - 68.7 48.73.504.004.50 4.50 4.50 6.00 CORE - - - - 90.7 90.75.005.506.00 6.00 6.00 7.00 CORE - - - - 89.0 89.06.507.00

0.85 to 7.00m

Mixture of dark brownish, fine to coarse grained, clayey sandwith greyish black, fine to coarse grained, rounded gravels andpebbles (SC) 0.00 to 0.85m

Slightly weathered, moderately weak to moderately strong, fineto coarse grained, blackish greyish, massive amygdaloidalbasalt

K.C.T. Consultancy Services ®

Project : Geotechnical investigation for Mula, Mutha and Mula-Mutha River front DevelopmentBore Hole No. : Date of Start: 08 March 2016

Location : Date of Completion: 09 March 2016Depth of Termination : Bit Used:

Co -ordinates : Diameter of Bit:Depth of Water Table : Reduced level:

BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n

Soil DescriptionDepth ofSample

Drill RunType ofSample

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

Rock QualityDesignation (%)

Remarksm

Rot

ary

drill

ing

met

hod

water table encountered at 0.70m

depth during

investigation

Use

dN

ot U

sed

Page no.36 of 66

2Wagje Malvadi, Pune9.00m Surface set diamond bits N- 18-28"24.60, E- 73-48"29.91 Nx size, 54 mmEncountered at 1.30m depth during investigation 548 m


0.00 0.00 0.00 1.20 DS - - - - - -0.501.00 1.20 1.20 1.50 CORE - - - - 93.3 -1.50 1.50 1.50 3.00 CORE - - - - 79.3 40.72.002.503.00 3.00 3.00 4.50 CORE - - - - 84.7 78.73.504.004.50 4.50 4.50 6.00 CORE - - - - 79.3 79.35.005.506.00 6.00 6.00 7.50 CORE - - - - 82.0 82.06.507.007.50 7.50 7.50 9.00 CORE - - - - 86.0 64.78.008.509.00

2.70 to 9.00m

Slightly weathered, moderately weak to moderately strong,greyish brown, fine to coarse grained, massive amygdaloidalbasalt

Mixture of brownish, fine to medium grained, silty sand with littleplastic fines and greyish brown, fine to coarse grained, roundedgravels and pebbles 0.00 to 1.20m

Moderately weathered, moderately weak, greyish brown, fine tocoarse grained, amygdaloidal basalt with closely spaceddiscontinuties 1.20 to 2.70m


08 March 2016Depth of Termination : Bit Used:


Depth of Water Table : Reduced level:

Location : Date of Completion:

Core Recovery (%)


Remarksm

Depth

Cas

ing

Not

atio

n


Drill Run

Use

dN

ot U

sed

BORE LOG DATA SHEET

Method ofBoring

Type ofSample

SPT N Value/Penetration of S.S.S

Co -ordinates : Diameter of Bit:

Rot

ary

drill

ing

met

hod

water table encountered at 1.30m

depth during investigation

water table encountered at 1.30m depth during investigation

Page no.37 of 66

3

7.00m

Vitthalvadi Surface set diamond bits

N - 18-28"56.45, E-73-49"25.48 Nx size, 54 mm

Encountered at 0.90m depth during investigation 546 m

From To

m m m N 1 N 2 N 3 N0.00

0.00 0.00 0.70 DS - - - - - -

0.50 0.70 0.70 1.50 CORE - - - - 78.8 25.01.00

1.50 1.50 1.50 3.00 CORE - - - - 86.7 80.72.00

2.50 0.70 to 3.00m3.00 3.00 3.00 4.50 CORE - - - - 78.7 72.73.50

4.00

4.50 4.50 4.50 6.00 CORE - - - - 79.3 68.75.00

5.50

6.00 6.00 6.00 7.00 CORE - - - - 93.0 93.06.50

7.00

4.00 to 7.00m

10 March 2016

BORE LOG DATA SHEET

Rot

ary

drill

ing

met

hod

Water table is encountered at 0.90m


RemarksMethod ofBoring

Depth

Not

atio

n

Soil Description

Drill Run

Reduced level:

Co -ordinates :

Date of Start:

Date of Completion:Depth of Termination :

Depth of Water Table :

Location:

m

Bore Hole No. :

Bit Used:N

ot U

sed

Use

dDiameter of Bit:

Slightly weathered, moderately weak, fine to coarse grained,blackish brown, amygdaloidal basalt with close to wide spacingof discontinuties

Slightly weathered, moderately strong, fine to coarse grained,blackish brown, amygdaloidal basalt with closely spaceddiscontinuties 3.00 to 4.00m

Slightly weathered, moderately strong, fine to coarse grained,dark greyish, massive amygdaloidal basalt

Blackish brown , fine to very fine grained, sandy clays of highplasticity with occational fragments of rock (CH)0.00 to 0.70m

Core Recovery (%)


SPT N Value/Penetration of S.S.SType ofSample

10 March 2016

K.C.T. Consultancy Services®

Depth ofSample

Cas

ing

Project : Geotechnical investigation for Mula, Mutha and Mula-Mutha River front Development

Page no.38 of 66

5Sinhgad Institiutes7.00m Surface set diamond bits N- 18-30"24.33, E- 73-50"11.70 Nx sizeEncountered at 2.30m depth during investigation 545 m


0.000.00 0.00 1.50 DS - - - - - -

0.501.001.50

1.50 1.50 2.20 DS - - - - - -

2.00 2.20 2.20 3.00 CORE - - - - 60.0 27.52.503.00 3.00 3.00 4.50 CORE - - - - 74.7 68.73.504.004.50 4.50 4.50 6.00 CORE - - - - 58.0 58.05.005.50 2.20 to 6.00m6.00 6.00 6.00 7.00 CORE - - - - 53.0 53.06.507.00

6.00 to 7.00m

Brownish, fine to coarse grained, filled up clayey sand with darkbrownish, fine to coarse grained, rounded gravels and pebblessize fragments of rock 1.50 to 2.20m

Slightly weathered, moderately strong, light greyish, fine tocoarse grained, massive amygdaloidal basalt

Slightly weathered, weak, moderately weak, pinkish brown, fineto coarse grained, amygdaloidal basalt with moderately closespacing of discontinuties

Brownish, fine to coarse grained, filled up clayey sand with darkbrownish, fine to coarse grained, angular gravels and pebblessize fragments of rock 0.00 to 1.50m



Depth of Termination : Bit Used:Co -ordinates : Diameter of Bit:

Location : Date of Completion: 12 March 2016

Depth of Water Table : Reduced level:BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n


Drill RunRemarks

m

Rot

ary

drill

ing

met

hod



Use

dN

ot U

sed

Type ofSample




Page no.39 of 66

6OMKARESHWAR MANDIR7.00m Surface set diamond bits N- 18-31"4.09, E- 73-50"46.57 Nx sizeEncountered at 1.80m depth during investigation 542 m


0.000.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 3.00 DS - - - - - -2.002.503.00 3.00 3.00 3.20 DS - - - - - -3.50 3.20 3.20 4.50 CORE - - - - 63.8 53.14.004.50 4.50 4.50 6.00 CORE - - - - 46.1 16.75.005.50 3.20 to 6.00m6.00 6.00 6.00 7.00 CORE - - - - 51.0 51.06.507.00

6.00 to 7.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Use

d Water table is encountered at 1.80m

depth during

investigation

Not

Use

d

Slightly weathered, moderately strong, blackish grey, fine tocoarse grained, amygdaloidal basalt with modetately closespacing of discontinuties

Mixture of brownish, fine to coarse grained, clayey sand withgreyish brown, fine grained, rounded gravels and pebbles (SC)0.00 to 1.80m

Dark brownish, fine to coarse grained, poorly graded sand withdark greyish, fine to medium graned, rounded gravels andpebbles and cobbles (SP) 1.80 to 3.20m

Moderately weathered, moderately weak, fine to coarse grained,blackish grey, amygdaloidal basalt with moderately closespacing of discontinuties


Page no.40 of 66

7DENAGLE BRIDGE, RAJIVGANDHI NAGAR7.00m Surface set diamond bits N- 18-31"33.19, E- 73-51"27.94 Nx sizeEncountered at 4.30m depth during investigation 542 m


0.00 0.00 0.00 1.50 DS - - - - - -0.501.001.50 0.00 to 2.20m 1.50 1.50 3.00 SPT 33 45 - >100 - -2.00 3 cm2.503.00 3.00 3.00 4.50 DS - - - - - -3.504.00 2.20 to 4.70m4.50 4.50 4.50 4.70 SPT 21 59/7 cm - >100 - -5.00 4.70 4.70 6.00 CORE - - - - 43.8 19.25.506.00 6.00 6.00 7.00 CORE - - - - 66.7 64.06.507.00

4.70 to 7.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n


Drill RunRemarks

m

Rot

ary

drill

ing

met

hod

Use

d Water table is encountered at 4.30m

depth during

investigation

Not

Use

d

Moderately weathered, moderately weak, reddish brown, fine tocoarse grained, amygdaloidal basalt with close to very widespacing of discontinuties

Brownish, fine to coarse grained, poorly graded sand withrounded gravels , pebbles and cobbles(SP)

Brownish, fine to coarse grained, filled up poorly graded sandwith rounded gravels, pebbles and debries

Type ofSample




Page no.41 of 66

10KOREGAN PARK7.00m Surface set diamond bits N- 18-32"33.46, E- 73-53"31.71 Nx sizeEncountered at 0.60m depth during investigation 537 M


0.00

Use

d

0.00 0.00 0.65 DS - - - - - -

0.50 0.65 0.65 1.50 CORE - - - - 84.7 69.41.001.50 1.50 1.50 3.00 CORE - - - - 75.3 44.02.002.50 0.65 to 3.00m3.00 3.00 3.00 4.50 CORE - - - - 82.0 76.73.504.004.50 4.50 4.50 6.00 CORE - - - - 76.0 72.05.00 3.00 to 5.60m5.50

6.00 6.00 6.00 7.00 CORE - - - - 90.0 90.06.507.00

5.60 to 7.00m

Location : Date of Completion: 17 March 2016



Depth of Termination : Bit Used:Co -ordinates : Diameter of Bit:

Depth of Water Table : Reduced level:BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n




Rot

ary

drill

ing

met

hod


depth during

investigation

Not

Use

d

Core Recovery (%)


Remarksm

Moderately weathered, moderately strong, brownish grey, fine tocoarse grained, massive amygdaloidal basalt 5.60 to 6.50m

Highly weathered, moderately weak, greyish brown, fine tocoarse grained, amygdaloidal basalt with widely spaceddiscontinuties

Brownish, fine to medium grained, organic highly sandy clays oflow plasticity (CL) 0.00 to 0.65m

Moderately weathered, moderately weak, dark reddish brown,fine to coarse grained, amygdaloidal basalt with widely spaceddiscontinuties


Page no.42 of 66

11H H AGAKHAN BRIDGE AREA7.00m Surface set diamond bits N- 18-32"31.52, E- 73-54"11.56 Nx sizeEncountered at 3.90m depth during investigation 537 m


0.00 0.00 0.00 1.50 DS - - - - - -0.501.00 0.00 to 1.80m1.50 1.50 1.50 3.00 DS - - - - - -2.002.503.00 3.00 3.00 4.50 CORE - - - - 10.1 -3.504.00 1.80 to 4.50m4.50 4.50 4.50 6.00 CORE - - - - 34.0 13.35.005.506.00 6.00 6.00 7.00 CORE - - - - 59.0 59.06.507.00

6.00 to 7.00m


Project : HCP, PUNE RIVER FRONTBore Hole No. : Date of Start: 18 March 2016



BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Water table is encountered at m

depth during

investigation

Use

dN

ot U

sed

Blackish, fine to coarse grained, filled up gravels and pebbleswith construction debries and san

Moderately weathered, moderately weak, completely fractured,greyish black, fine to coarse grained, basalt with very closelyspaced discontinuties

Moderately weathered, moderately strong, greyish black, fine tocoarse grained, amygdaloidal basalt with closely spaceddiscontinuties 4.50 to 6.00m

Slightly weathered, moderately strong, brownish, fine to coarsegrained, amygdaloidal basalt with closely spaced discontinuties


Page no.43 of 66

12Ghorpadi Koregav park road7.00m Surface set diamond bits N- 18-32"20.27, E- 73-54"57.46 Nx sizeEncountered at 1.80m depth during investigation 533 m


0.00 0.00 0.00 1.50 DS - - - - - -0.501.001.50 1.50 1.50 3.00 DS - - - - - -2.002.503.00 3.00 3.00 4.50 SPT 49 55 - >100 - -3.50 5 Cm4.00 0.00 to 4.70m4.50 4.50 4.50 4.70 DS - - - - - -5.00 4.70 4.70 6.00 CORE - - - - 63.8 63.85.506.00 6.00 6.00 7.00 CORE - - - - 88.0 88.06.507.00

4.70 to 7.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Use

d


depth during

investigation

Not

Use

d

Discontinous framework of highly weathered, moderately weak,fine to coarse grained, brownish, gravels and pebbles sizeangular interlocking fragments of rock with infilled brownish, fineto very fine graied, clayey sand

Slightly weathered, moderately strong, greyish, fine to coarsegrained,massive amygdaloidal basalt


Page no.44 of 66

13Pune River8.00m Surface set diamond bits N- 18-32"11.97, E- 73-56"14.59 Nx sizeEncountered at 1.30m depth during investigation 537 M


0.00 0.00 0.00 1.50 DS - - - - - -0.501.001.50 1.50 1.50 1.80 DS - - - - - -2.00 1.80 1.80 3.00 CORE - - - - 35.0 8.32.503.00 3.00 3.00 4.50 CORE - - - - 50.0 8.03.504.004.50 4.50 4.50 6.00 CORE - - - - 47.3 33.35.005.50 1.80 to 6.00m6.00 6.00 6.00 7.00 CORE - - - - 68.0 54.76.507.00 7.00 7.00 8.00 CORE - - - - 90.0 90.07.508.00

6.00 to 8.00m





Cas

ing

Not

atio

n

Rot

ary

drill

ing

met

hod

SPT N Value/Penetration of S.S.SSoil Description

Depth ofSample


Method ofBoring


depth during

investigationNot

Use

d

Core Recovery (%)


Remarksm

BORE LOG DATA SHEET

Depth

Boulderous formation of greyish black, fine to coarse grained,clayey sand with dark black, slightly weathered, moderatelystrong, rounded gravels and pebbles 0.00 to 1.80m

Slighlly weathered, moderately strong, greyish black, fine tocoarse grained, fracrtured amygdaloidal basalt

Slightly weathered, moderatey strong, light brownish, fine tocoarse grained, massive amygdaloidal basalt

water table encountered at 1.30 mdepth during investigation

Page no.45 of 66



0.00 Brownish, fine to very fine grained, silty clays of high plasticity(CH) 0.00 to 0.30m 0.00 0.00 1.50 DS - - - - - -

0.50

1.001.50 1.50 1.50 1.70 DS - - - - - -2.00 1.70 1.70 3.00 CORE - - - - 69.0 36.92.503.00 3.00 3.00 4.50 CORE - - - - 51.3 32.73.504.004.50 4.50 4.50 6.00 CORE - - - - 34.0 64.75.005.50 1.70 to 6.00m6.00 6.00 6.00 7.00 CORE - - - - 76.7 66.06.507.007.50 7.00 7.00 8.00 CORE - - - - 90.0 90.0

6.00 to 8.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d



Moderately weathered, completely fractured, greyish brown, fineto coarse grained, gravels and pebbles size fragments of rock0.30 to 1.70m

Slightly weathered, moderately strong, greyish, fine to mediumgrained, amygdaloidal basalt with moderately close spacing ofdiscontinuties

Slightly weathered, moderately strong, greyish, fine to mediumgrained, massive, amygdaloidal basalt

water table encountered at 0.90mdepth during investigation

Page no.46 of 66



0.00 Brownish, fine to very fine grained, organic sandy clays of lowplasticity (CL) 0.00 to 0.60m 0.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 3.00 UDS - - - - - -2.002.503.00 3.00 3.00 3.20 DS - - - - - -3.50 3.20 3.20 4.50 CORE - - - - 16.9 -4.00 2.20 to 4.50m4.50 4.50 4.50 6.00 CORE - - - - 68.0 3.35.005.506.00 6.00 6.00 7.00 CORE - - - - 77.0 60.06.507.00

6.00 to 7.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d


depth during

investigation

Moderately weathered, moderately strong, greyish, fractureamygdaloidal basalt 4.50 to 6.00m

Slightly weathered, moderately strong, blackish grey, finegrained, amygdaloidal basalt with modeately closely spaceddiscontinuties

Moderately strong, slightly weathered, dark greyish black, fine tomedium grained,rounded gravels and pebbles size fragments ofrock with infilled dark brownish clayey sand

Brownish, fine to coarse grained, sandy clays of low plasticitywith occational gravels and pebbles (CL) 0.60 to 2.20m


Page no.47 of 66

16Pune River8.00m Surface set diamond bits N- 18-35"13.75, E- 73-45"36.28 Nx sizeEncountered at 1.20 m depth during investigation 551 M


0.000.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 2.40 SPT 3 3 4 7 - -2.00 2.40 2.40 3.00 CORE - - - - 53.3 -2.50 Slightly weathered, moderately strong, dark blackish grey, fine

to coarse grained, amygdaloidal basalt with closely spaceddiscontinuties 2.40 to 3.00m

3.00 3.00 3.00 4.50 CORE - - - - 82.0 82.03.504.004.50 4.50 4.50 6.00 CORE - - - - 74.7 34.05.005.50 3.00 to 6.00m6.00 6.00 6.00 7.00 CORE - - - - 86.7 72.06.507.007.50 7.00 7.00 8.00 CORE - - - - 60.0 60.0

6.00 to 8.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d



Dark brownish, fine to coarse grained, poorly graded and siltysand with occational gravels (SP-SM) 0.90 to 2.40m

Dark brownish, fine to very fine grained, silty clays ofintermediate plasticity (CI) 0.00 to 0.90m

Slightly weathered, moderately strong, dark blackish grey, fineto coarse grained, amygdaloidal basalt with widely spaceddiscontinuties

Slightly weathered, moderately strong, dark blackish grey, fineto coarse grained, massive amygdaloidal basalt


Page no.48 of 66

17Pune River10.00m Surface set diamond bits N- 18-34"53.25, E- 73-46"46.66 Nx sizeEncountered at 8.0m depth during investigation 549 m


0.00 0.00 0.00 1.50 DS - - - - - -0.501.001.50 1.50 1.50 3.00 SPT 3 4 4 8 - -2.002.503.00 3.00 3.00 4.50 SPT 2 5 6 11 - -3.50 0.00 to 4.00m4.004.50 4.50 4.50 6.00 UDS - - - - - -5.005.506.00 6.00 6.00 7.50 SPT 5 7 12 19 - -6.507.007.50 7.50 7.50 8.10 SPT 4 5 7 12 - -8.00 8.10 8.10 9.00 CORE - - - - 78.9 71.18.509.00 9.00 9.00 10.00 CORE - - - - 95.0 95.09.5010.00

8.10 to 10.00m


Project : Geotechnical investigation for Mula, Mutha and Mula-Mutha River front DevelopmentBore Hole No. : Date of Start: 01 April 2016

Location : Date of Completion: 02 April 2016Depth of Termination : Bit Used:


BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d



Brownish, fine to very fine grained, sandy clays of intermediateplasticity (CI) 6.90 to 8.10m

Brownish, fine to very fine grained, clayey sand (SC) 5.10 to6.90m

Brownish, fine to very fine grained, sandy clays of low plasticity(CL) 4.00 to 5.10m

Brownish, fine to very fine grained, silty clays of intermediateplasticity (CI)

Slightly weathered, moderately strong, blackish grey, fine tocoarse grained, massive amygdaloidal basalt


Page no.49 of 66

20Pune River7.00m Surface set diamond bits N- 18-34"4.82, E- 73-48"49.54 Nx sizeEncountered at 0.60m depth during investigation 547M


0.00Brownish, fine to very fine grained, sandy clays of intermediateplasticity with occational fractured rock fragments (CI) 0.00 to0.10m

0.00 0.00 0.10 DS - - - - - -

0.50 0.10 0.10 1.50 DS1.001.50 1.50 1.50 3.00 CORE - - - - 50.7 14.72.00 0.10 to 2.90m2.50

2.90 2.90 3.00 CORE -

3.00 3.00 3.00 4.00 CORE - - - - 87.3 75.33.50

4.00 4.00 4.50 CORE 81.3 23.3

4.004.50 4.50 4.50 5.00 CORE - - - - 80.0 49.35.00 5.00 5.00 7.00 CORE - - - - 73.0 66.05.506.006.507.00

6.00 to 7.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d



Slightly weathered, moderately strong, fractured, greyish brown,fine to coarse grained, amygdaloidal basalt 2.90 to 3.10m

Moderately weathered, moderately weak, reddish brown, fine tocoarse grained, amygdaloidal basalt with moderately widespacing of discontinuties 4.50 to 6.00m

Moderately weathered, moderately strong, light brownish, fine tocoarse grained, amygdaloidal basalt with modrately closespacing of discontinuties 3.10 to 4.50m


Highly weathered, moderately weak, fine to coarse grained,brownish, fractured amygdaloidal basalt


Page no.50 of 66



0.000.00 0.00 0.90 DS - - - - - -

0.50 0.90 0.90 1.50 DS - - - - - -1.00 Moderately weathered, moderately weak, reddish brown, fnie to

coarse grained, fractured, gravels and pebbles size, fragmentsof amygdaloidal basalt 0.90 to 1.60m

1.50 1.50 1.50 3.00 CORE - - - - 46.7 6.72.002.503.00 3.00 3.00 4.50 CORE - - - - 76.0 44.03.504.004.50 4.50 4.50 6.00 CORE - - - - 76.0 70.05.005.50 3.70 to 6.00m6.00 6.00 6.00 7.00 CORE - - - - 86.7 81.36.507.00 7.00 7.00 8.00 CORE - - - - 80.0 80.07.508.00 7.00 7.00 8.00 CORE - - - - 80.0 80.0

6.00 to 8.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d

Water table is encountered at 2.60 m


Highly weathered, moderately weak, blackish grey, fine tocoarse grained, massive amygdaloidal basalt with closelyspaced discontinuties

Dark reddish brown, fine to very fine grained, clays ofintermediate plasticity with occational gravels (CI) 0.00 to 0.90m

Highly weathered, moderately weak, fine to coarse grained,reddish brown, amygdaloidal basalt with widely spaceddiscontinuties 1.60 to 3.70m

Moderately weathered, moderately weak, fine to coarse grained,greyish brown, massive amygdaloidal basalt


Page no.51 of 66



0.000.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 3.00 SPT 2 3 3 6 - -2.002.50 0.60 to 3.40m3.00 3.00 3.00 3.40 DS - - - - - -3.50 3.40 3.40 4.50 CORE - - - - 23.6 -4.004.50 4.50 4.50 6.00 CORE - - - - 42.7 39.35.005.50 3.40 to 6.00m6.00 6.00 6.00 7.50 CORE - - - - 59.3 38.06.507.007.50 7.50 7.50 9.00 CORE - - - - 74.7 64.08.008.509.00 9.00 9.00 10.00 CORE - - - - 53.0 53.09.5010.00

9.00 to 10.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d



Moderately weathered, moderately weak, fine to coarse grained,dark greyish black, massive amygdaloidal basalt 7.50 to 9.00m

Slightly weathered, moderately strong, brownish, fine to mediumgrained, massive amygdaloidal basalt with moderately widespacing of discontinuties 6.00 to 7.50m

Moderately weathered, moderately weak, fine to coarse grained,dark greyish , massive amygdaloidal basalt

Discontinous framework of highly weathered, weak, completelyfractured, discontinous , gravels and pebbles size fragments ofrock with dark brownish, fine to medium grained, clayey sand

Brownish, fine to very fine grained, sandy clays of intermediateplasticity with occational gravels (CI) 0.00 to 0.60m

Slightly weathered, moderately strong, greyish brown, fine tomedium grained,fractured amygladoildal basalt


Page no.52 of 66

23Pune River8.00m Surface set diamond bits N- 18-34"20.81,E- 73-50"55.73 Nx sizeEncountered at 3.0m depth during investigation 550 m


0.00 0.00 0.00 1.50 DS - - - - - -0.501.00

1.50 1.50 1.50 2.10 DS - - - - - -2.00 2.10 2.10 3.00 CORE - - - - 43.3 -2.503.00 3.00 3.00 4.50 CORE - - - - 53.3 20.73.504.004.50 4.50 4.50 6.00 CORE - - - - 95.3 95.35.005.506.00 6.00 6.00 7.00 CORE - - - - 92.0 86.76.507.00 7.00 7.00 8.00 CORE - - - - 96.0 96.07.508.00

6.00 to 8.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d



Yellowish brown, fine to medium grained, sandy clays ofintermediate plasticity with some gravels (CI) 1.10 to 2.10m

Brownish, fine to very fine grained, silty clays of intermediateplasticity (CI) 0.00 to 1.10m

Highly weathered, moderately weak, fine to coarse grained,greyish brown, amygdaloidal baslat with moderately closepsacing of dicontinutes 2.10 to 4.50m

Slightly weathered, moderately strong, fine to coarse grained,dark brownish massive amygdaloidal basalt 4.50 to 6.00m

Moderately weathered, moderately strong, greyish brown, fine tocoarse grained, massive amygdaloidal basalt


Page no.53 of 66



0.00 Brownish, fine to very fine grained, silty clays of low plasticitywith occational gravels (CL) 0.00 to 0.70m 0.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 3.00 SPT 3 3 4 7 - -2.00 -2.503.00 3.00 3.00 4.50 UDS - - - - - -3.504.004.50 4.50 4.50 6.00 SPT 4 5 6 11 - -5.005.50 0.70 to 6.50m6.00 6.00 6.00 6.50 DS - - - - - -6.50 6.50 6.50 7.50 CORE - - - - 78.3 33.07.007.50 7.50 7.50 9.00 CORE - - - - 86.0 86.08.008.50 6.50 to 9.00m9.00 9.00 9.00 10.00 CORE - - - - 81.0 67.09.5010.00

9.00 to 10.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d



Slightly weathered, moderately strong, greyish black, fine tocoarse grained, amygdaloidal basalt with closely spaceddiscontinuties

Brownish, fine to very fine grained, sandy clays of high plasticity(CH)

Slightly weathered, moderately strong, fine to coarse grained,blackish grey, massive amygdaloidal basalt


Page no.54 of 66



0.00 Brownish, fine to very fine grained, silty clays of low plasticity(CL) 0.00 to 0.20m 0.00 0.00 1.50 DS - - - - - -

0.501.00

1.50 1.50 1.50 2.20 DS - - - - - -

2.00 2.20 2.20 3.00 CORE - - - - 22.5 15.0

2.50

3.00 3.00 3.00 4.50 CORE - - - - 58.7 58.73.504.00 2.20 to 4.50m4.50 4.50 4.50 6.00 CORE - - - - 76.7 76.75.005.506.00 6.00 6.00 7.00 CORE - - - - 93.0 78.06.507.00

4.50 to 7.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d




Boulderous formation of dark blackish, fine to coarse grained,moderately weathered, moderately strong, gravels and pebblessize, fragments of rock and dark brownish, fine to coarsegrained, sandy clays of low plasticity 0.30 to 2.20m

Moderately weathered, moderately strong, light greyish brown,fine to coarse grained, amygdaloidal basalt with close to widelyspaced discontinuties


Page no.55 of 66



0.00 0.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 3.00 SPT 3 5 8 13 - -2.002.503.00 3.00 3.00 4.50 UDS - - - - - -3.50

4.004.50 4.50 4.50 4.70 DS - - - - - -5.00 4.70 4.70 6.00 CORE - - - - 76.9 76.95.506.00 6.00 6.00 7.00 CORE - - - - 87.3 68.06.507.00 7.00 7.00 8.00 CORE - - - - 92.0 80.07.508.00

4.70 to 8.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d



Yellowish brown, fine to very fine grained, sandy clays of lowplasticity (CL) 0.60 to 2.00m

Brownish, fine to very fine grained, clays of intermediateplasticity (CI) 2.00 to 3.60m

Boulderous formation aof moderately weathered, moderatelystrong, dark white black, fine to coarse grained, gravels andpebbles size fragments of rock with dark brownish, clays ofintermediate plasticity 3.60 to 4.70m

Dark brownish, fine to very fine grained, clays of low plasticity(CL) 0.00 to 0.60m

Slightly weathered, moderately strong, dark greyish, fine tocoarse grained, massive amygdaloidal basalt


Page no.56 of 66



0.00 0.00 0.00 1.50 DS - - - - - -0.501.001.50 1.50 1.50 1.60 DS - - - - - -2.00 1.60 1.60 3.00 CORE - - - - 44.3 35.02.503.00 3.00 3.00 4.50 CORE - - - - 64.7 64.73.504.004.50 4.50 4.50 6.00 CORE - - - - 66.7 66.75.005.506.00 6.00 6.00 7.50 CORE - - - - 92.7 88.06.507.007.50 7.50 7.50 9.00 CORE - - - - 89.3 89.38.008.509.00

3.00 to 9.00m





BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

d



Slgihtly weathered, moderately strong, blackish grey, fine tocoarse grained, amygdaloidal basalt with closely spaceddiscontinuties 1.60 to 3.00m

Dark brownish, fine to very fine grained, clayey sand (SC) 0.00 to 1.60m

Slightly weathered, moderately strong, fine to coarse grained,blackish grey, massive amygdaloidal basalt


Page no.57 of 66



0.00 0.00 0.00 1.50 DS - - - - - -0.501.001.50 1.50 1.50 3.00 SPT 5 7 8 15 - -2.002.503.00 3.00 3.00 4.50 UDS - - - - - -3.504.004.50 0.00 to 5.10m 4.50 4.50 5.10 SPT 4 8 11 19 - -5.00

5.10 5.10 6.00 CORE - - - - 52.2 -

5.506.00 6.00 6.00 7.50 CORE - - - - 53.3 53.36.507.007.50 7.50 7.50 9.00 CORE - - - - 66.0 36.78.008.509.00

7.50 to 9.00m

K.C.T. Consultancy Services ®R

otar

y dr

illin

g m

etho

d

Not

Use

d



Slightly weathered, moderately strong, blackish grey, fine tocoarse grained, massive amygdaloidal basalt 6.00 to 7.50m

Moderately weathered, moderately strong, dark black, fine tocoarse grained, amgyladoidal basalt with very closely spaceddisconuties 5.10 to 6.00m

Brownish, fine to very fine grained, clays of high plasticity (CH)

Moderately weathered, moderately weak, fine to coarse grained,greyish black, amygdaloidal with closely spaced discontinuties




BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n


Drill RunRemarks

m

Type ofSample




Page no.58 of 66

30Pune River9.00m Surface set diamond bits N- 18-31"55.12, E- 73-51"34.70 Nx sizeEncountered at 0.80m depth during investigation 540 m


0.00 0.00 0.00 1.50 DS - - - - - -

0.501.00

1.50 1.50 1.50 1.70 DS - - - - - -2.00 1.70 1.70 3.00 CORE - - - - 64.6 36.22.503.00 3.00 3.00 4.50 CORE - - - - 84.0 84.03.504.00 1.70 to 4.50m4.50 4.50 4.50 6.00 CORE - - - - 84.7 80.75.005.506.00 6.00 6.00 7.50 CORE - - - - 89.3 83.36.507.007.50 7.50 7.50 9.00 CORE - - - - 86.7 81.38.008.509.00

4.50 to 9.00m

Rot

ary

drill

ing

met

hod

Not

Use

d



Discontinous framework of moderately weathered, moderatelystrong, fine to coarse grained, dark blackish grey, fracturedbasalt 0.90 to 1.70m

Slightly weathered, moderately strong, fine to coarse grained,massive amygdaloidal basalt

Moderately weathered, moderately strong, dark greyish black,fine to coarse grained, amygdaloidal basalt with closely spaceddiscontinuties

Blackish brown, fine to coarse grained, poorly graded sand withgravels and pebbles (SP) 0.00 to 0.90m

Core Recovery (%)


Remarksm

12 April 201613 April 2016

Depth of Termination : Bit Used:

Bore Hole No. : Date of Start:Location : Date of Completion:

Project :


Geotechnical investigation for Mula, Mutha and Mula-Mutha River front Development


BORE LOG DATA SHEET

Method ofBoring

Depth

Cas

ing

Not

atio

n





Page no.59 of 66


Page 1 of 6

ANNEXURE

Page no.61 of 66

Pune Muni

Bore Hol

Bore Hol

icipal Corporat

e Investigat

e Investigat

ion HCP D

ion on Site n

ion on Site n

Design, Plannin

near Mula R

near Mula R

ng and Manage

iver

iver (Left) an

ement Pvt.Ltd.

nd near Con

K.C.T. Co

nfluence (Rig

nsultancy Serv

Page

ght)

vices®

2 of 6

Page no.62 of 66

Pune Muni

Bore Hol(Right)

Bore Hol

icipal Corporat

e Investigat

e Investigat

ion HCP D

ion on Site n

ion on Site n

Design, Plannin

near Conflue

near Mutha R

ng and Manage

ence of the t

River

ement Pvt.Ltd.

three rivers a

K.C.T. Co

and Mula-Mu

nsultancy Serv

Page

utha River

vices®

3 of 6

Page no.63 of 66

Pune Muni

Core Box

icipal Corporat

xes for all Bo

ion HCP D

ore holes

Design, Planninng and Manageement Pvt.Ltd. K.C.T. Consultancy Serv

Page

vices®

4 of 6

Page no.64 of 66

Pune Muni

Specific G

icipal Corporat

Gravity Test

ion HCP D

t

Design, Planninng and Manageement Pvt.Ltd. K.C.T. Consultancy Serv

Page

vices®

5 of 6

Page no.65 of 66


Page 6 of 6

Compression Test

Checking of Cores in Laboratory for making Bore Log

Page no.66 of 66

Documents

Riverfront Development for Mula, Mutha & Mula-Mutha …puneriverfront.com/upload/2016-06-08-SOIL TESTING REPORT OF HCP... · Riverfront Development for Mula, Mutha & Mula-Mutha River