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HITES (HLL Infra Tech Services Ltd)

Technical report of Geotechnical Investigation for Proposed structure of Aims at Khanderi, Rajkot

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 :- 7096034034 / / 90, +91 98250 64378 e-mail : [email protected]

July -2019

ST/19/07/14433

Geotechnical Investigation Report for Proposed structure of Aims at Khanderi, Rajkot

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 of Aims at Khanderi, Rajkot.

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, the owner of structure entrusted the geotechnical investigation to us.

The following points were decided.

1. Exploratory bore hole – 12 Nos

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 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.

2.0 Field Investigation 2.1 Boring The exploratory boreholes were drilled by Rotary drilling mud circulation 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. Co-ordinates Reduced level

(m) Depth

Investigated (m) E N BH-1 874.88 1293.30 92.60 6.00 BH-2 598.52 1480.82 89.77 7.50

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Bore Hole No.

Co-ordinates Reduced level (m)

Depth Investigated (m) E N

BH-3 334.07 1264.99 84.50 10.0 BH-4 508.59 997.99 89.50 6.00 BH-5 700.75 831.30 92.56 9.00 BH-6 813.51 527.46 92.99 10.0 BH-7 1127.75 236.30 98.50 6.00 BH-8 1345.50 541.42 99.26 9.0 BH-9 1353.76 955.97 95.76 7.50

BH-10 1159.47 1285.95 91.09 7.50 BH-11 979.88 1435.37 88.10 9.00 BH-12 902.75 1025.30 95.28 15.00

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.

2.5 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.

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Tests Recommended procedure Type Samples 1. Sample Preparation IS 4464 Rock Core2. Moisture Content IS 2720 Pt 2 Rock Core / DS3.Dry Unit Weight LAMBE Rock Core4.Specific Gravity IS 2720 Pt 3 Rock Core5.Uniaxial Compressive Strength IS 9143 Rock Core6.Point load index test IS 10785 Rock Core / Lumps

Soil Sample tests

Tests Recommended procedure Type Samples 1. Sample Preparation IS 2720 Pt 1 DS / UDS2. Liquid Limit IS 2720 Pt 5 DS3. Plastic Limit IS 2720 Pt 5 DS4. Grain Size Analysis IS 2720 Pt 4 DS5. Soil Classification IS 1498 DS / UDS6. Free Swell Index IS 2720 Pt 40 DS7. Shrinkage Limit IS 2720 Pt 6 DS

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 13 (3) The Laboratory test results of Bore hole are appended in table no. 1 to 13

5.0 General stratification From existing ground level to 0.30m to 0.90m depth, Blackish brown, fine to medium grained, sandy clays of high plasticity with some gravels is found, followed by Highly weathered, moderately weak, completely fractured, blackish brown, fine to coarse grained, gravel, pebble and cobble size angular interlocking fragments of fractured rock with blackish brown, fine to coarse grained, clayey sand upto about 1.60m depth. From 1.60m to 4.70m depth, Discontinuous framework of moderately weathered, moderately strong, fractured, brownish black, fine to medium grained, basalt is encountered. Last layer comprises of fresh, strong, grayish black, fine grained, basalt with closely spaced discontinuities upto the depth of investigation. 6.0 Computation of Safe Bearing Capacity The safe bearing capacity of open foundations for various widths of various depths are calculated and appended in Appendix no. 1 considering fractured rock as granular soil.

7.0 Conclusions

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

2) The safe bearing capacity of open foundations for various widths of various depths are calculated and appended in Appendix no. 1 considering fractured rock as granular soil.

3) The excavated soil except top layer of clays of high plasticity 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

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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.

4) Ground water table is encountered at 0.30m to 5.20m depth during investigation in month of June 2019 in some boreholes.

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

6) 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 n 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. 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 :

For 12 mm Settlement For 20 mm Settlement For 12 mm Settlement For 20 mm Settlement

( m ) ( m ) ( m ) ( t / m2 ) ( t / m2 ) ( t / m2 ) ( t / m2 ) ( t / m2 )

1.50 1.50 1.50 26 50 84 26 26

1.50 2.00 2.00 27 36 59 27 27

1.50 2.50 2.50 29 27 45 27 29

1.50 3.00 3.00 31 22 36 22 31

2.00 1.50 1.50 33 50 84 33 33

2.00 2.00 2.00 34 38 63 34 34

2.00 2.50 2.50 36 29 48 29 36

2.00 3.00 3.00 38 23 38 23 38

2.50 1.50 1.50 41 50 84 41 41

2.50 2.00 2.00 42 38 63 38 42

2.50 2.50 2.50 43 30 50 30 43

2.50 3.00 3.00 45 24 41 24 41

2) The depth of foundation is considered from the NGL at the time of exploration.

3) Calculations are considering the effect of water table at 0 m.

Safe Bearing Capacities calculated

based on Shear Criteria

(See Appendix 1.1)

Safe Bearing Pressures calculated based on Settlement Criteria (See Appendix 1.2)

Notes :

1) The factor of safety of 2.5 is considered.

KCT Consultancy Services, AhmedabadAPPENDIX - 1 (Considerng the fractured rock continuum as granular soils as per clause 7.1 of IS 12070)

SUMMARY OF ALLOWABLE BEARING PRESSURE BASED ON SHEAR AND SETTLEMENT CRITERIONProposed structure of AIIMS at Khandheri, Rajkot

Depth of Foundation Length of Foundation Width of Foundation Allowable Bearing Pressure suggested (Min. of Shear and Settlement Criterion )

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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 1.50 1.50 1.50 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.30 1.15 1.15 1.00 1.00 1.00 2.20 1.10 0.50 0.50 26

2 2.00 2.00 1.50 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.22 1.11 1.11 1.00 1.00 1.00 2.20 1.10 0.50 0.50 27

3 2.50 2.50 1.50 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.18 1.09 1.09 1.00 1.00 1.00 2.20 1.10 0.50 0.50 29

4 3.00 3.00 1.50 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.15 1.07 1.07 1.00 1.00 1.00 2.20 1.10 0.50 0.50 31

5 1.50 1.50 2.00 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.39 1.20 1.20 1.00 1.00 1.00 2.20 1.10 0.50 0.50 33

6 2.00 2.00 2.00 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.30 1.15 1.15 1.00 1.00 1.00 2.20 1.10 0.50 0.50 34

7 2.50 2.50 2.00 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.24 1.12 1.12 1.00 1.00 1.00 2.20 1.10 0.50 0.50 36

8 3.00 3.00 2.00 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.20 1.10 1.10 1.00 1.00 1.00 2.20 1.10 0.50 0.50 38

9 1.50 1.50 2.50 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.49 1.25 1.25 1.00 1.00 1.00 2.20 1.10 0.50 0.50 41

10 2.00 2.00 2.50 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.37 1.18 1.18 1.00 1.00 1.00 2.20 1.10 0.50 0.50 42

11 2.50 2.50 2.50 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.30 1.15 1.15 1.00 1.00 1.00 2.20 1.10 0.50 0.50 43

12 3.00 3.00 2.50 0.00 31 32.67 19.63 25.99 1.30 1.20 0.80 1.25 1.12 1.12 1.00 1.00 1.00 2.20 1.10 0.50 0.50 45

KCT Consultancy Services, AhmedabadAPPENDIX - 1.1 (Considerng the fractured rock continuum as granular soils as per clause 7.1 of IS 12070)

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 AIIMS at Khandheri, RajkotProject :

2) The depth of foundation is considered from the NGL at the time of exploration.

3) Calculations are considering the effect of water table at 0 m.

Water Table Correction

Size of Foundation Shear Parameter Bearing Capacity Factors Depth Factors Inclination Factors Unit Weight Safe Bearing Capacity

For Square Isolated Foundation

Note :-

Shape FactorsDepth of Foundation

1) The factor of safety of 2.5 is considered.

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For 12 mm Settlement

For 20 mm Settlement

m m Kg / cm2 T / m2 T / m2

1 1.50 1.50 1.12 0.25 385 0.73 0.80 50 84

2 1.50 2.00 1.12 0.25 385 0.77 0.80 36 59

3 1.50 2.50 1.12 0.25 385 0.82 0.80 27 45

4 1.50 3.00 1.12 0.25 385 0.85 0.80 22 36

APPENDIX - 1.2 (Considerng the fractured rock continuum as granular soils as per clause 7.1 of IS 12070 )Calculation of Safe Bearing Pressure for Settlement of 12 and 20 mm

Si = Cd qnet B { ( 1 - μ 2 ) / E }Project:- Proposed structure of AIIMS at Khandheri, Rajkot

Correction for depth

Safe Bearing PressurePoisson's Ratio μ

Modulus of Elasticity of

Soil E

Sr. No. Shape & Rigid factor Cd

Rigidity Factor

KCT Consultancy Services, Ahmedabad

Depth of Foundation D

Width of Foundation B

4 1.50 3.00 1.12 0.25 385 0.85 0.80 22 36

5 2.00 1.50 1.12 0.25 385 0.73 0.80 50 84

6 2.00 2.00 1.12 0.25 385 0.73 0.80 38 63

7 2.00 2.50 1.12 0.25 385 0.76 0.80 29 48

8 2.00 3.00 1.12 0.25 385 0.80 0.80 23 38

9 2.50 1.50 1.12 0.25 385 0.73 0.80 50 84

10 2.50 2.00 1.12 0.25 385 0.73 0.80 38 63

11 2.50 2.50 1.12 0.25 385 0.73 0.80 30 50

12 2.50 3.00 1.12 0.25 385 0.75 0.80 24 41

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NOTATIONS C Cohesion 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,N Bearing Capacity Factor Sc,Sq,S Shape Factors 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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m gm / cc gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 Kg/cm2 cm2/kg kg/cm2 % %

1 0.00 DS - - - - 43 35 26 17 9 - - - GC - - - - - - - - - - - -

2 1.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - 43 - - -

3 1.80 UDS 2.48 2.46 0.83 2.73 - - - - - - - - - - W.ROCK - - - 208.34 UCS - - - - - 0.11 9.9

4 3.00 UDS 2.51 2.49 0.72 2.74 - - - - - - - - - - W.ROCK - - 321.49 - UCS - - - - 6.66 0.10 9.0

5 4.50 UDS 2.56 2.55 0.46 2.79 - - - - - - - - - - ROCK - - 476.24 - UCS - - - - 35.33 0.09 8.7

22

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KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST

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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 : Proposed structure of AIIMS at Khandheri Rajkot

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1 0.00 DS - - - - 9 21 44 26 52 21 31 8 - 73 CH - - - - - - - - - - - -

2 1.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

3 2.00 Remoulded 2.20 2.18 1.13 2.73 - - - - - - - - - - W.ROCK 0.00 31 - - DSU - - - - - 0.25 20.3

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5 4.00 UDS 2.43 2.41 0.82 2.79 - - - - - - - - - - W.ROCK - - - 198.64 UCS - - - - - 0.16 13.6

6 4.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

7 6.00 UDS 2.67 2.66 0.24 2.89 - - - - - - - - - - ROCK - - 349.31 - UCS - - - - 10 0.08 7.8

8 7.50 UDS 2.69 2.68 0.21 2.88 - - - - - - - - - - ROCK - - 357.68 - UCS - - - - 32 0.07 6.8


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1 0.00 DS - - - - 2 27 51 20 41 19 22 - - - CI - - - - - - - - - - - -

2 1.50 SPT - - - - 53 29 29 15 14 - - - GC - - - - - - - - 15 - - -

3 1.80 UDS 2.49 2.42 2.99 2.69 - - - - - - - - - - W.ROCK - - - 48.37 UCS - - - - - 0.11 10.1

4 3.00 UDS 2.53 2.48 2.01 2.74 - - - - - - - - - - W.ROCK - - 134.26 - UCS - - - - 6.66 0.10 9.5

5 4.50 UDS 2.53 2.47 2.45 2.76 - - - - - - - - - - W.ROCK - - 140.37 - UCS - - - - 31.33 0.12 10.5

6 6.00 UDS 2.54 2.51 1.39 2.77 - - - - - - - - - - W.ROCK - - 139.25 - UCS - - - - 20 0.11 9.6

7 7 50 UDS 2 56 2 52 1 70 2 81 ROCK 249 67 UCS 25 66 0 12 10 4

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7 7.50 UDS 2.56 2.52 1.70 2.81 - - - - - - - - - - ROCK - - 249.67 - UCS - - - - 25.66 0.12 10.4

8 9.00 UDS 2.61 2.59 0.62 2.82 - - - - - - - - - - ROCK - - 504.10 - UCS - - - - 60 0.09 8.0


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1 0.00 DS - - - - 52 28 26 14 12 - - - GC - - - - - - - - - - - -

2 1.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

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

4 4.50 UDS 2.59 2.58 0.39 2.85 - - - - - - - - - - ROCK - - 506.34 - UCS - - - - 59.33 0.10 9.5

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ssifi

catio

n


Silt


4

Poro

sity

Void

Rat

io

UC

S by

Poi

nt L

oad

Inde

x in

rock

Plas

tic L

imit

Consistancy limits



φ

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SPT

N V

alue

Shear Parameter


ST/19/07/14433

Page no.13 of 36


1 0.00 DS - - - - 48 30 27 16 11 - - - GC - - - - - - - - - - - -

2 1.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

3 3.00 SPT - - - - - - - - - - - - - - ROCK - - - - - - - - >100 - - -

4 3.08 UDS 2.46 2.43 1.03 2.77 - - - - - - - - - - ROCK - - 226.94 - UCS - - - - 12 0.14 12.1

5 4.50 UDS 2.53 2.51 0.72 2.81 - - - - - - - - - - ROCK - - 238.17 - UCS - - - - 6.66 0.12 10.6

6 6.00 UDS 2.55 2.54 0.53 2.83 - - - - - - - - - - ROCK - - - 461.52 UCS - - - - - 0.12 10.4

7 7 50 UDS 2 61 2 60 0 39 2 87 ROCK 513 82 UCS 78 0 10 9 4

22

Sand


Shrin

kage

Lim

it

Coe

ffici

ent o

f Vo

lum

e C

ompr

essi

bilit

y m

v

Pre-

cons

olid

atio

n Pr

essu

re

Com

pres

sion

In

dex

CC

Project :-


Gra

vel

Typr

of S

hear

Tes

t

Sr No

Free

Sw

ell I

ndex

Field Dry Density

Swel

ling

Pres

sure

Plas

ticity

Inde

x

Liqu

id L

imit

Depth of Sample

Type of Sample

Field Bulk

Density

Spec

ific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soil

Cla

ssifi

catio

n


Silt


5

Poro

sity

Void

Rat

io

UC

S by

Poi

nt L

oad

Inde

x in

rock

Plas

tic L

imit

Consistancy limits



φ

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SPT

N V

alue

Shear Parameter

7 7.50 UDS 2.61 2.60 0.39 2.87 - - - - - - - - - - ROCK - - 513.82 - UCS - - - - 78 0.10 9.4


ST/19/07/14433

Page no.14 of 36


1 0.00 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

2 1.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

3 3.00 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

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

5 4.57 UDS 2.38 2.35 1.10 2.72 - - - - - - - - - - W.ROCK - - - 123.51 UCS - - - - - 0.16 13.5

6 6.00 UDS 2.49 2.47 0.92 2.74 - - - - - - - - - - W.ROCK - - 139.46 - UCS - - - - 18 0.11 10.0

7 7 50 UDS 2 52 2 50 0 64 2 76 W ROCK 148 28 UCS 0 10 9 3

Sand


Shrin

kage

Lim

it

Coe

ffici

ent o

f Vo

lum

e C

ompr

essi

bilit

y m

v

Pre-

cons

olid

atio

n Pr

essu

re

Com

pres

sion

In

dex

CC

Project :-


Gra

vel

Typr

of S

hear

Tes

t

Sr No

Free

Sw

ell I

ndex

Field Dry Density

Swel

ling

Pres

sure

Plas

ticity

Inde

x

Liqu

id L

imit

Depth of Sample

Type of Sample

Field Bulk

Density

Spec

ific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soil

Cla

ssifi

catio

n


Silt


6

Poro

sity

Void

Rat

io

UC

S by

Poi

nt L

oad

Inde

x in

rock

Plas

tic L

imit

Consistancy limits



φ

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SPT

N V

alue

Shear Parameter

7 7.50 UDS 2.52 2.50 0.64 2.76 - - - - - - - - - - W.ROCK - - - 148.28 UCS - - - - - 0.10 9.3

8 9.00 UDS 2.62 2.61 0.38 2.82 - - - - - - - - - - W.ROCK - - 289.73 - UCS - - - - 15 0.08 7.4


ST/19/07/14433

Page no.15 of 36


1 0.00 DS - - - - 39 35 29 16 13 - - - GC - - - - - - - - - - - -

2 1.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

3 2.00 UDS 2.46 2.44 0.92 2.74 - - - - - - - - - - W.ROCK - - - 134.37 UCS - - - - - 0.12 11.0

4 3.00 UDS 2.59 2.57 0.61 2.75 - - - - - - - - - - W.ROCK - - 168.37 - UCS - - - - 6.66 0.07 6.4

5 4.50 UDS 2.61 2.59 0.59 2.75 - - - - - - - - - - W.ROCK - - 177.30 - UCS - - - - 66.66 0.06 5.6

26

Sand


Shrin

kage

Lim

it

Coe

ffici

ent o

f Vo

lum

e C

ompr

essi

bilit

y m

v

Pre-

cons

olid

atio

n Pr

essu

re

Com

pres

sion

In

dex

CC

Project :-


Gra

vel

Typr

of S

hear

Tes

t

Sr No

Free

Sw

ell I

ndex

Field Dry Density

Swel

ling

Pres

sure

Plas

ticity

Inde

x

Liqu

id L

imit

Depth of Sample

Type of Sample

Field Bulk

Density

Spec

ific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soil

Cla

ssifi

catio

n


Silt


7

Poro

sity

Void

Rat

io

UC

S by

Poi

nt L

oad

Inde

x in

rock

Plas

tic L

imit

Consistancy limits



φ

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SPT

N V

alue

Shear Parameter


ST/19/07/14433

Page no.16 of 36


1 0.00 DS - - - - 43 38 27 16 11 - - - GC - - - - - - - - - - - -

2 1.50 SPT - - - - 50 26 25 15 10 - - - GC - - - - - - - - >100 - - -

3 1.80 UDS 2.58 2.57 0.40 2.81 - - - - - - - - - - ROCK - - 489.67 - UCS - - - - 13.33 0.09 8.6

4 3.00 UDS 2.60 2.59 0.43 2.82 - - - - - - - - - - ROCK - - 505.25 - UCS - - - - 56 0.09 8.2

5 4.50 UDS 2.57 2.56 0.51 2.81 - - - - - - - - - - ROCK - - 438.72 - UCS - - - - 36 0.10 9.0

6 6.00 UDS 2.53 2.52 0.53 2.79 - - - - - - - - - - ROCK - - 227.39 - UCS - - - - 60.66 0.11 9.8

7 7 50 UDS 2 61 2 60 0 39 2 83 ROCK 523 46 UCS 74 66 0 09 8 1

19

24

Sand


Shrin

kage

Lim

it

Coe

ffici

ent o

f Vo

lum

e C

ompr

essi

bilit

y m

v

Pre-

cons

olid

atio

n Pr

essu

re

Com

pres

sion

In

dex

CC

Project :-


Gra

vel

Typr

of S

hear

Tes

t

Sr No

Free

Sw

ell I

ndex

Field Dry Density

Swel

ling

Pres

sure

Plas

ticity

Inde

x

Liqu

id L

imit

Depth of Sample

Type of Sample

Field Bulk

Density

Spec

ific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soil

Cla

ssifi

catio

n


Silt


8

Poro

sity

Void

Rat

io

UC

S by

Poi

nt L

oad

Inde

x in

rock

Plas

tic L

imit

Consistancy limits



φ

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SPT

N V

alue

Shear Parameter

7 7.50 UDS 2.61 2.60 0.39 2.83 - - - - - - - - - - ROCK - - 523.46 - UCS - - - - 74.66 0.09 8.1


ST/19/07/14433

Page no.17 of 36


1 0.00 DS - - - - 9 68 26 15 11 - - - SC - - - - - - - - - - - -

2 1.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

3 1.54 UDS 2.48 2.46 0.86 2.78 - - - - - - - - - - W.ROCK - - - 110.43 UCS - - - - - 0.13 11.6

4 3.00 UDS 2.53 2.51 0.61 2.79 - - - - - - - - - - W.ROCK - - 116.67 - UCS - - - - 14.66 0.11 9.9

5 4.50 UDS 2.58 2.56 0.59 2.82 - - - - - - - - - - W.ROCK - - 283.64 - UCS - - - - 39.33 0.10 9.0

6 6.00 UDS 2.59 2.58 0.48 2.85 - - - - - - - - - - ROCK - - 259.64 - UCS - - - - 70.66 0.11 9.6

23

Sand


Shrin

kage

Lim

it

Coe

ffici

ent o

f Vo

lum

e C

ompr

essi

bilit

y m

v

Pre-

cons

olid

atio

n Pr

essu

re

Com

pres

sion

In

dex

CC

Project :-


Gra

vel

Typr

of S

hear

Tes

t

Sr No

Free

Sw

ell I

ndex

Field Dry Density

Swel

ling

Pres

sure

Plas

ticity

Inde

x

Liqu

id L

imit

Depth of Sample

Type of Sample

Field Bulk

Density

Spec

ific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soil

Cla

ssifi

catio

n


Silt


9

Poro

sity

Void

Rat

io

UC

S by

Poi

nt L

oad

Inde

x in

rock

Plas

tic L

imit

Consistancy limits



φ

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SPT

N V

alue

Shear Parameter


ST/19/07/14433

Page no.18 of 36


1 0.00 DS - - - - 18 24 47 11 29 16 13 - - - CL - - - - - - - - - - - -

2 1.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

3 1.58 UDS 2.49 2.47 0.76 2.78 - - - - - - - - - - W.ROCK - - - 210.34 UCS - - - - - 0.12 11.1

4 3.00 UDS 2.54 2.53 0.57 2.81 - - - - - - - - - - W.ROCK - - 226.51 - UCS - - - - 26 0.11 10.1

5 4.50 UDS 2.51 2.49 0.61 2.79 - - - - - - - - - - W.ROCK - - 190.34 - UCS - - - - 26 0.12 10.6

6 6.00 UDS 2.46 2.43 1.06 2.74 - - - - - - - - - - W.ROCK - - 114.76 - UCS - - - - 11.33 0.13 11.2

7 7 50 UDS 2 52 2 50 0 68 2 76 ROCK 150 46 UCS 66 66 0 10 9 3

Sand


Shrin

kage

Lim

it

Coe

ffici

ent o

f Vo

lum

e C

ompr

essi

bilit

y m

v

Pre-

cons

olid

atio

n Pr

essu

re

Com

pres

sion

In

dex

CC

Project :-


Gra

vel

Typr

of S

hear

Tes

t

Sr No

Free

Sw

ell I

ndex

Field Dry Density

Swel

ling

Pres

sure

Plas

ticity

Inde

x

Liqu

id L

imit

Depth of Sample

Type of Sample

Field Bulk

Density

Spec

ific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soil

Cla

ssifi

catio

n


Silt


10

Poro

sity

Void

Rat

io

UC

S by

Poi

nt L

oad

Inde

x in

rock

Plas

tic L

imit

Consistancy limits



φ

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SPT

N V

alue

Shear Parameter

7 7.50 UDS 2.52 2.50 0.68 2.76 - - - - - - - - - - ROCK - - 150.46 - UCS - - - - 66.66 0.10 9.3


ST/19/07/14433

Page no.19 of 36


1 0.00 DS - - - - 19 60 24 13 11 - - - SC - - - - - - - - - - - -

2 1.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

3 3.00 UDS 2.41 2.39 0.86 2.83 - - - - - - - - - - W.ROCK - - - 276.34 UCS - - - - - 0.18 15.6

4 4.50 UDS 2.54 2.53 0.47 2.84 - - - - - - - - - - W.ROCK - - - 253.94 UCS - - - - - 0.12 11.0

5 6.00 UDS 2.43 2.42 0.55 2.75 - - - - - - - - - - W.ROCK - - 114.76 - UCS - - - - 6.66 0.14 12.1

6 7.50 UDS 2.47 2.46 0.61 2.73 - - - - - - - - - - W.ROCK - - 123.01 - UCS - - - - 28 0.11 10.1

7 9 00 UDS 2 59 2 58 0 40 2 83 ROCK 189 64 UCS 62 66 0 10 8 8

21

Sand


Shrin

kage

Lim

it

Coe

ffici

ent o

f Vo

lum

e C

ompr

essi

bilit

y m

v

Pre-

cons

olid

atio

n Pr

essu

re

Com

pres

sion

In

dex

CC

Project :-


Gra

vel

Typr

of S

hear

Tes

t

Sr No

Free

Sw

ell I

ndex

Field Dry Density

Swel

ling

Pres

sure

Plas

ticity

Inde

x

Liqu

id L

imit

Depth of Sample

Type of Sample

Field Bulk

Density

Spec

ific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soil

Cla

ssifi

catio

n


Silt


11

Poro

sity

Void

Rat

io

UC

S by

Poi

nt L

oad

Inde

x in

rock

Plas

tic L

imit

Consistancy limits



φ

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SPT

N V

alue

Shear Parameter

7 9.00 UDS 2.59 2.58 0.40 2.83 - - - - - - - - - - ROCK - - 189.64 - UCS - - - - 62.66 0.10 8.8


ST/19/07/14433

Page no.20 of 36


1 0.00 DS - - - - 43 26 29 16 13 - - - GC - - - - - - - - - - - -

2 1.50 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - 20 - - -

3 3.00 SPT - - - - - - - - - - - - - - W.ROCK - - - - - - - - >100 - - -

4 4.50 UDS 2.46 2.43 1.06 2.77 - - - - - - - - - - W.ROCK - - - 106.94 UCS - - - - - 0.14 12.1

5 6.00 UDS 2.50 2.48 0.67 2.80 - - - - - - - - - - W.ROCK - - - 118.43 UCS - - - - - 0.13 11.3

6 7.50 UDS 2.53 2.52 0.53 2.81 - - - - - - - - - - W.ROCK - - - 251.64 UCS - - - - - 0.12 10.4

7 9 00 UDS 2 54 2 53 0 44 2 83 ROCK 497 65 UCS 8 0 12 10 6

31

Sand


Shrin

kage

Lim

it

Coe

ffici

ent o

f Vo

lum

e C

ompr

essi

bilit

y m

v

Pre-

cons

olid

atio

n Pr

essu

re

Com

pres

sion

In

dex

CC

Project :-


Gra

vel

Typr

of S

hear

Tes

t

Sr No

Free

Sw

ell I

ndex

Field Dry Density

Swel

ling

Pres

sure

Plas

ticity

Inde

x

Liqu

id L

imit

Depth of Sample

Type of Sample

Field Bulk

Density

Spec

ific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soil

Cla

ssifi

catio

n


Silt


12

Poro

sity

Void

Rat

io

UC

S by

Poi

nt L

oad

Inde

x in

rock

Plas

tic L

imit

Consistancy limits



φ

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SPT

N V

alue

Shear Parameter

7 9.00 UDS 2.54 2.53 0.44 2.83 - - - - - - - - - - ROCK - - 497.65 - UCS - - - - 8 0.12 10.6

8 10.50 UDS 2.57 2.56 0.39 2.84 - - - - - - - - - - ROCK - - 526.43 - UCS - - - - 8.66 0.11 9.9

9 12.00 UDS 2.52 2.51 0.42 2.83 - - - - - - - - - - ROCK - - 501.27 - UCS - - - - 8 0.13 11.3

10 13.50 UDS 2.51 2.50 0.48 2.80 - - - - - - - - - - ROCK - - - 243.16 UCS - - - - - 0.12 10.8

11 15.00 UDS 2.53 2.47 2.45 2.82 - - - - - - - - - - ROCK - - 191.43 - UCS - - - - 55.33 0.14 12.4


ST/19/07/14433

Page no.21 of 36


1 0.00 DS - - - - 35 33 26 14 12 - - - GC - - - - - - - - - - - -

2 1.00 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

3 1.50 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

4 2.00 DS - - - - - - - - - - - - - - W.ROCK - - - - - - - - - - - -

32

Sand


Shrin

kage

Lim

it

Coe

ffici

ent o

f Vo

lum

e C

ompr

essi

bilit

y m

v

Pre-

cons

olid

atio

n Pr

essu

re

Com

pres

sion

In

dex

CC

Project :-

TP No. :-Grain Size Analysis

Gra

vel

Typr

of S

hear

Tes

t

Sr No

Free

Sw

ell I

ndex

Field Dry Density

Swel

ling

Pres

sure

Plas

ticity

Inde

x

Liqu

id L

imit

Depth of Sample

Type of Sample

Field Bulk

Density

Spec

ific

Gra

vity

Unc

onfin

ed

Com

pres

sion

Tes

t

Soil

Cla

ssifi

catio

n


Silt


1

Poro

sity

Void

Rat

io

UC

S by

Poi

nt L

oad

Inde

x in

rock

Plas

tic L

imit

Consistancy limits



φ

Cla

y

Roc

k Q

ualit

y D

esig

natio

n

SPT

N V

alue

Shear Parameter


ST/19/07/14433

Page no.22 of 36

ST/19/07/14433

Page no.23 of 36

1

KHANDHHERE, RAJKOT

E 874.88, N 1293.30 150 mm and Nx size

92.60 m Soil Sawtooth and Nx size

Not encountered upto depth of investigation during investigation 6.00m

From To

m m m N 1 N 2 N 3 N0.00 Mixture of highly weathered, moderately weak, brownish, fine

to coarse grained, gravels, pebbles size angular fragments ofrock with dark brownish, fine to coarse grained, clayey sand0.00 to 0.40m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 1.80 SPT 11 15 28 43 - -

2.00 1.80 1.80 3.00 CORE - - - - 6.66 -

2.50

3.00 3.00 3.00 4.50 CORE - - - - 16.00 6.66

3.50 1.80 to 4.00m

4.00

4.50 4.50 4.50 6.00 CORE - - - - 78.66 35.33

5.00

5.50

6.00

4.00 to 6.0m

Highly weathered, moderately weak, completely fractured anddisintegrated, blackish brown, fine to coarse grained, gravels,pebbles and cobbles size angular interlocking fragments ofrock with blackish brown, fine to coarse grained, clayey sand0.40 to 1.80m

Moderately weathered, moderately strong, fractured, blackish,fine to coarse grained, fractured rock

Slightly weathered, strong, greyish black, fine grained, rockwith closely spaced joint spacing

Type ofSample

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

RQD (%)

Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed

BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Soil Description

Depth ofSample

Drill Run

Remarks

m

Depth of Water Table : Depth of Termination:

Bore Hole No. : Date of Start:

Co-ordinates: Diameter of Bore:

Reduce Level: Bit Used:

23-06-2019

Location : Date of Completion: 24-06-2019

Project : HITES, AIIMS

K.C.T. Consultancy Services®ST/19/07/14433

Page no.24 of 36

2

KHANDHHERE, RAJKOT

E 598.52, N 1480.82 150 mm and Nx size


Not encountered upto depth of investigation during investigation 7.50m

From To

m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00 Highly weathered, moderately weak, completely fractured,blackish brown, fine to coarse grained, gravel, pebble andcobble size angular interlocking fragments of fractured rockwith blckish brown, fine to coarse grained, clayey sand 0.90 to1.60m

1.50 1.50 1.50 1.70 SPT 15 100 - >100 - -

2.00 4cm

2.50 2.00 1.70 3.00 CORE - - - - 2.66 -

3.00

3.50 3.00 3.00 3.07 SPT 100/7cm >100

4.00 4.00 3.07 4.50 CORE - - - - 3.33 -

4.50

5.00 4.50 4.50 4.54 SPT 100/4cm >100

5.50

6.00 6.00 4.54 6.00 CORE - - - - 26.66 10.00

6.50

7.00

7.50 7.50 6.00 7.50 CORE - - - - 90.00 32.00

4.70 to 7.50m

RQD (%)

Fresh, strong, greyish black, fine grained, basalt with closelyjoint spacing

Discontinuous framework of moderately weathered, moderatelystrong, fractured, brownish black, fine to medium grained,basalt 1.60 to 4.70m

Blackish brown, fine to medium grained, sandy clays of highplasticity with some gravels (CH) 0.00 to 0.90m

Depth ofSample

Drill Run

Remarks

m

Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed

Type ofSample



Depth of Water Table : Depth of Termination

BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Soil Description





Bore Hole No. : Date of Start: 25-06-2019

ST/19/07/14433

Page no.25 of 36

3

KHANDHHERE, RAJKOT

E 334.07, N 126.99 150 mm and Nx size


Encountered at 2.0m depth during investigation 10.0m

From To

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

Dark brownish, fine to very fine grained, sandy clays ofintermediate plasticity with occational gravels (CI) 0.00 to0.30m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 1.80 SPT 5 5 10 15 - -

2.00 1.80 1.80 3.00 Core - - - - 5.65 -

2.50

3.00 3.00 3.00 4.50 Core - - - - 31.33 6.66

3.50

4.00

4.50 4.50 4.50 6.00 Core - - - - 40.00 31.33

5.00

5.50

6.00 3.80 to 6.60m 6.00 6.00 7.50 Core - - - - 51.33 20.00

6.50

7.00

7.50 7.50 7.50 9.00 Core - - - - 54.66 25.66

8.00

8.50 6.60 to 9.00m

9.00 9.00 9.00 10.00 Core - - - - 96.00 60.00

9.50

10.00

9.00 to 10.0m

Highly weathered, weak, yellowish brown, fine to coarsegrained, gravels, pebbles and cobbles size angluar interlockingfragments of fractured rock 1.60 to 3.80m

Moderately weathered, moderately weak, dark brownish, fien tocoarse grained, very close spaced discontinuties

Slightly weathered, moderately strong, blackish brown, fine tocoarse grained, rock with closely spaced discontinuties

Fresh, strong, dark blackish, fine grained, rock withmoderatelyh close spacing of discontinuties

Mixture of highly weathered, completely fractured anddisintegrated, dark brownish, fine to coarse grained, gravels,pebbles size fragments of rock with dark brownish, fine tocoarse grained, clayey sand 0.30 to 1.60m

Location :




Date of Completion:


BORE LOG DATA SHEET



02-07-2019

Drill Run

RemarksMethod ofBoring

Depth

Ca

sin

g

No

tati

on

m

Type ofSample


Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed

RQD (%)

Soil Description

Depth ofSample

water table encountered at 2.00m depth

ST/19/07/14433

Page no.26 of 36

4

KHANDHHERE, RAJKOT

E 508.59, N 997.99 150 mm and Nx size



From To

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

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 100/10cm >100 - -

2.00

2.50

3.00 3.00 3.00 4.50 DS - - - - - -

3.50

4.00 1.50 to 4.50m

4.50 4.50 4.50 6.00 CORE - - - - 78.66 59.33

5.00

5.50

6.00

4.50 to 6.00m





Diameter of Bore:


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

Depth ofSample

Drill Run

Co-ordinates:

RQD (%)


BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Remarks

m

Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed

Mixture of highly weathered, weak, fractured, brownish, fine tocoarse grained, gravels and pebbles size angluar fragments ofrock with dark brownish, fine to coase grained, 0.00 to 1.50m

Slightly weathered, strong, greyish black, fine to mediumgrained, basalt with moderately close spaced discontinuties

Moderately weathered, moderately strong, completelyfractured, brownish, fine to medium grained, gravels, pebblesand cobbles size angular interlocking fragments of fracturedrock

Type ofSample

Core Recovery (%)


ST/19/07/14433

Page no.27 of 36

5

KHANDHHERE, RAJKOT

E 700.75 N 831.30 150 mm and Nx size


Not encountered upto depth of investigation during investigation 9.00 m

From To

m m m N 1 N 2 N 3 N0.00 Mixture of reddish brown, fine to coarse grained, highly

weathered, weak, completely fractured and disintegrated,brownish, fine to coarse grained, rock with dark brownish, fineto coarse grained, clayey sand 0.00 to 0.60m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 32 100 - >100 - -

2.00 3cm

2.50

3.00 3.00 3.00 3.08 SPT 100/8cm - - >100 - -

3.50 3.08 3.08 4.50 Core - - - - 20.66 12.00

4.00

4.50 4.50 4.50 6.00 Core - - - - 23.33 6.66

5.00

5.50 3.00 to 6.00m

6.00 6.00 6.00 7.50 Core - - - - 15.33 -

6.50

7.00

7.50 7.50 7.50 9.00 Core - - - - 85.33 78.00

8.00

8.50

9.00

7.50 to 9.00m

Slightly weathered, moderately strong, dark greyish brown, fineto medium grained, rock with closely spaced discontinuties

Slightly weathered, strong, dark greyish brown, fine to mediumgrained,fractured rock 6.00 to 7.50m

Fresh, strong, dark black, fine to medium grained, rock withmoderately close spacing of discontinuties

Highly weathered, weak, greyish brown, fine to coarse grained,completey fractured and disintegraed, gravels and pebblessize interlocking fragments of fractured rock 0.60 to 3.00m

Location :




Date of Completion:


BORE LOG DATA SHEET



01-07-2019


Depth

Ca

sin

g

No

tati

on

m

Type ofSample


RQD (%)

Soil Description

Depth ofSample

Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed

Drill Run

ST/19/07/14433

Page no.28 of 36

6

KHANDHHERE, RAJKOT

E 813.51, N 527.46 150 mm and Nx size



From To

m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 43 100 - >100 - -

2.00 4cm

2.50

3.00 0.00 to 3.80m 3.00 3.00 4.50 SPT 100 - - >100 - -

3.50 12cm

4.00

4.50 4.50 4.50 4.57 SPT 100/7cm - - >100 - -

5.00 4.57 4.57 6.00 Core - - - - 14.00 -

5.50

6.00 6.00 6.00 7.50 Core - - - - 33.33 18.00

6.50 3.80 to 7.00m

7.00

7.50 7.50 7.50 9.00 Core - - - - 35.33 -

8.00

8.50

9.00 9.00 9.00 10.00 Core - - - - 57.00 15.00

9.50

10.00

9.00 to 10.0m

Highly weathered, moderately weak, completely fractured anddisintergrated, dark brownish, fine to coarse grained, gravels,pebbles and cobbles size angular fragments of rock withinfilled brownish, fine to coarse grained, clayey sand

Moderately weathered, moderately weak, brownish, fine tocoarse grained, rock with very closely spaced discontinuties7.00 to 9.00m

Highly weathered, moderately weak, completely fractured anddisintegrated, blackish and reddish brown, fien to coarsegrained, gravels, pebbles and cobbles size interlockingfragments of fractured rock

Moderately weathered, moderately strong, dark brownish, fineto coarse grained, rock with closely spaced discontinuties




Location : Date of Completion:


BORE LOG DATA SHEET



29-06-2019


Depth

Ca

sin

g

No

tati

on

m

Type ofSample


RQD (%)

Soil Description

Depth ofSample

Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed

Drill Run


ST/19/07/14433

Page no.29 of 36

7

KHANDHHERE, RAJKOT

E 1127.75, n 236.30 150 mm and Nx size


Encountered at 3.90m depth during investigation 6.0 m

From To

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

Mixture of highly weathered, weak, completely fractured anddisintergrated, reddish brown, fine to coarse grained, gravelsand pebbles size fragments of rock with dark brownish, fine tocoarse grained, clayey sand 0.00 to 0.20m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 2.00 SPT 100/12cm >100 - -

2.00 2.00 2.00 3.00 CORE - - - - 11.33 -

2.50

3.00 3.00 3.00 4.50 CORE - - - - 24.00 6.66

3.50

4.00 2.00 to 4.50m

4.50 4.50 4.50 6.00 CORE - - - - 86.00 66.66

5.00

5.50

6.00

4.50 to 6.0m

Highly weathered, weak, completely fractured anddisintegrated, dark brownish, fine to coarse grained, gravels,pebbles and cobbles size angluar interlocking fragments offractured rock 0.20 to 2.00m

Moderately weathered, moderately weak, brownish andblackish, fine to coarse grained, rock with moderately closejoint spacing

Moderately weathered, moderately weak, brownish, fine tocoarse grained, rock with closely spaced discontinuties




Location : Date of Completion:


BORE LOG DATA SHEET



04-07-2019

Drill Run


Depth

Ca

sin

g

No

tati

on

m

Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed

Type ofSample


RQD (%)

Soil Description

Depth ofSample


ST/19/07/14433

Page no.30 of 36

8

KHANDHHERE, RAJKOT

E 1345.50, N 541.42 150 mm and Nx size



From To

m m m N 1 N 2 N 3 N0.00 Mixture of blackish brown, fine to coarse grained, clayey sand

with highly weathered, weak, completely fractured anddisintegrated, gravels, pebbles size dark brownish, fine tocoarse grained, fractured rock 0.00 to 0.40m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 1.80 SPT 100/6cm - - >100 - -

2.00 1.80 1.80 3.00 Core - - - - 27.33 13.33

2.50

3.00 3.00 3.00 4.50 Core - - - - 64.66 56.00

3.50

4.00

4.50 4.50 4.50 6.00 Core - - - - 64.66 36.00

5.00

5.50

6.00 6.00 6.00 7.50 Core - - - - 89.33 60.66

6.50

7.00

7.50 5.00 to 8.00m 7.50 7.50 9.00 Core - - - - 89.33 74.66

8.00

8.50

9.00

8.00 to 9.00m

Slightly weathered, moderately strong, reddish brown, fine tocoarse grained, rock with closely spaced discontinuties

Slightly weathered, strong, dark blackish, fine grained, rockwith very closely spaced discontinuties 1.80 to 3.80m

Mixture of brownish, fine to coarse grained, clayey sand withhighly weathered, weak, completely fractured anddistintegrated, brownish and reddish brown, fine to coarsegrained, gravels and pebbles szie fragments of rock 0.40 to1.80m

Location :




Date of Completion:


BORE LOG DATA SHEET



03-07-2019

RemarksCore Recovery (%)

RQD (%)

Drill Run

Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Type ofSample

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

Depth ofSample

m

Fresh, strong, dark greyish black, fine to coarse grained, rockwith moderately close spaced discontinuties 3.80 to 5.00m

Fresh, strong, brownish black, fine to coarse grained, massiverock


ST/19/07/14433

Page no.31 of 36

9

KHANDHHERE, RAJKOT

E 1353.76, N 955.97 150 mm and Nx size



From To

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

Reddish brown, fine to coarse grained, clayey sand with highlyweathered, weak, fractured, gravels and pebbles size rockfragments (SC) 0.00 to 0.30m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00 1.50 1.50 1.54 SPT 100/4cm >100 - -

1.50 1.54 1.54 3.00 Core - - - - 44.00 -

2.00

2.50

3.00 3.00 3.00 4.50 Core - - - - 57.33 14.66

3.50 0.30 to 4.00m

4.00

4.50 4.50 4.50 6.00 Core - - - - 39.33 39.33

5.00

5.50

6.00 6.00 6.00 7.50 Core - - - - 75.33 70.66

6.50

7.00

7.50

6.00 to 7.50m

Moderately weathered, moderately weak, reddish brown, fine tocoarse grained, gravels and pebbles size interlockingfragments of fractured rock

Moderately weathered, moderately strong, reddish black, fineto coarse grained, rock with closely spaced discontinuties 4.00 to 6.00m

Fresh, strong, dark greyish brown, fine to coarse grained,massive rock



02-07-2019


Bore Hole No. : Date of Start:



No

tati

on

Soil Description

Depth ofSample

Drill RunType ofSample

RQD (%)


BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

RemarksSPT N Value/Penetration of S.S.S Core

Recovery (%)

m

Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed water table encountered at 2.40m depth

ST/19/07/14433

Page no.32 of 36

10

KHANDHHERE, RAJKOT

E 1159.47, N 1285.95 150 mm and Nx size



From To

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

Mixture of dark brownish, fine to medium grained, sandy claysof low plasticity with highly weathered, moderately weak,gravels and pebbles size fragments of rock (CL) 0.00 to0.20m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 1.58 SPT 100/8cm - - >100 - -

2.00 1.58 1.58 3.00 Core - - - - 3.33 -

2.50

3.00 3.00 3.00 4.50 Core - - - - 30.66 26.00

3.50

4.00

4.50 4.50 4.50 6.00 Core - - - - 32.00 26.00

5.00

5.50 2.80 to 6.00m

6.006.00 6.00 7.50 Core - - - - 20.00 11.33

6.50

7.00

7.50 7.50 7.50 7.80 Core - - - - 82.00 66.66

7.00 to 7.50m

Slightly weathered, moderately strong, reddish brown, fine tocoarse grained, rock with moderately close spacing ofdiscontinuties

Type ofSample

Ca

sin

g Core Recovery (%)

RQD (%)

Remarks

BORE LOG DATA SHEETN

ota

tio

n

Soil Description

Depth ofSample

Drill Run

Depth of Termination:

m

Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed

Moderately weathered, moderately strong, fine to coarsegrained, gravels, pebbles and cobbles size interlockingfragments of fractured rock 0.20 to 2.80m

Moderately weathered, moderately strong, brownish black, fineto coarse grained, rock with closely spaced discontinuties

Moderately weathered, moderately weak, dark reddish brown,fine to coarse grained, rock with closely joint spacing 6.00 to7.00m

Method ofBoring

Depth

Date of Completion: 05-07-2019

Bore Hole No. :

SPT N Value/Penetration of S.S.S



Depth of Water Table :

Date of Start: 05-07-2019

Location :




ST/19/07/14433

Page no.33 of 36

11

KHANDHHERE, RAJKOT

E 979.88, N 1435.37 150 mm and Nx size



From To

m m m N 1 N 2 N 3 N0.00 Mixture of brownish, fine to medium grained, clayey sand and

highly weathered, weak, fractured, gravels and pebbles sizefragments of rock 0.00 to 0.60m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 100/6cm - - >100 - -

2.00

2.50

3.00 3.00 3.00 4.50 Core - - - - 10.00 -

3.50

4.00

4.50 4.50 4.50 6.00 Core - - - - 29.33 -

5.00 3.00 to 6.00m

5.50

6.00 6.00 6.00 7.50 Core - - - - 26.00 6.66

6.50

7.00

7.50 7.50 7.50 9.00 Core - - - - 28.00 28.00

8.00

8.50

9.00 9.00 9.00 9.50 Core - - - - 73.33 62.66

9.50

8.00 to 9.00m




Diameter of Bore:


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

Soil Description

Depth ofSample

Drill Run

Co-ordinates:

m


BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Remarks


Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed

Highly weathered, weak, completely fractured anddisintegrated, reddish yellow, fine to coarse grained, gravels,pebbles and cobbles size fragments of rock with reddishbrown, fine to coarse grained, sandy clays of intermediateplasticity 0.60 to 3.00m

Moderately weathered, moderately strong, fine grained,fractured rock

Highly weathered, moderately weak, brownish black, fine tocoarse grained, rock with closely spaced joint spacing 6.00 to8.00m

Slightly weathered, strong, blackish brown, fine grained, rockwith moderately close spacing of discontinuties

Core Recovery (%)

RQD (%)


ST/19/07/14433

Page no.34 of 36

12

KHANDHHERE, RAJKOT

E 902.75, N 1025.30 150 mm and Nx size



From To

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

Mixture of highly weathered, weak, completely fractured,reddish brown, fine to coarse grained, gravels and pebblessize angluar fragments of rock with dark reddish brown, fine tocoarse grained, clayey sand 0.00 to 0.30m

0.00 0.00 1.50 DS - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 7 10 10 20 - -2.00

2.50

3.00 3.00 3.00 4.50 SPT 100 >100 - -3.50 6cm4.00

4.50 4.50 4.50 6.00 Core - - - - 7.33 -5.00

5.50 0.30 to 6.00m6.00 6.00 6.00 7.50 Core - - - - - -6.50

7.00

7.50 7.50 7.50 9.00 Core - - - - 11.33 -8.00

8.50 6.00 to 9.00m9.00 9.00 9.00 10.50 Core - - - - 22.66 8.009.50

10.00

10.50 10.50 10.50 12.00 Core - - - - 31.33 8.6611.00

11.50

12.00 12.00 12.00 13.50 Core - - - - 21.33 8.0012.50

13.00 9.00 to 13.50m13.50 13.50 13.50 15.00 Core - - - - 18.66 -14.00

14.50

15.00 15.00 15.00 15.50 Core - - - - 70.00 55.33

13.50 to 15.0m

Slightly weathered, moderately strong, greyish black, fine tocoarse grained, rock with moderately close spacing ofdiscontinuties

Highly weathered, moderately weathered, moderately weak,completely fractured and disintegrated, reddish brown, fine tocoarse grained, angluar interlocking fragments of fracturedrock

Moderately weathered, moderately strong, dark black, fine tocoarse grained, fractured rock


Project :

Co-ordinates:

Reduce Level:

Depth of Water Table :

Diameter of Bore:

Depth of Termination:C

as

ing

No

tati

on

m

Type ofSample

SPT N Value/Penetration of S.S.S Core Reco-very (%)

Fresh, strong, fine grained, rock with closely spaceddiscontinuties

HITES, AIIMS

Bore Hole No. :

Location :


Depth

30-06-2019

Bit Used:

RQD (%)

Rot

ary

drill

ing

by h

ydra

ulic

feed

No

t U

sed

Soil Description

Depth ofSample

Drill Run

Date of Start: 29-06-2019

Date of Completion:

water table encountered at 5.20m depth during investigation

ST/19/07/14433

Page no.35 of 36

HITES, AIIMS

1 near BH-9 Date of Start:

Rajkot Date of Completion:

Not encountered upto depth of investigation duringinvestigation

Termiation Depth:

m

0.00Mixture of highly weathered, weak, completely fractured anddisintegrated, reddish brown, fine to coarse grained, graveland pebble size fractured rock fragments with dark reddishbrown, fine to coarse grained, clayey sand 0.00 to 0.30m

0.00 DS - -

0.50

1.001.00 DS - -

1.501.50 DS - -

2.002.00 DS - -

1.50 to 2.00m

Type ofSample

Core Recovery (%)

RQD (%)

Remarks

Highly weathered, moderately weak, reddish brown, fine tocoarse grained, fractured rock

Highly weathered, moderately weak, fractured, reddishbrown, fine to coarse grained, gravel, pebble and cobble sizefragments of rock with dark brownish, fine to mediumgrained, clayey sand 0.30 to 1.50m

m

Exc

avat

ed p

it

Depth of Water Table : 2.00m

TRIAL PIT SHEET

Method

Depth

No

tati

on

Soil Description

Depth ofSample


Project :

Trial Pit No: 29-06-2019

Location : 29-06-2019

ST/19/07/14433

Page no.36 of 36

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