GETCO - guvnl.com · Rock is completely fractured to thinly bedded and at places lenses of cobbles and boulder size interlocking rock fragments mixed with soil are also seen. 3.3

$Page 1: GETCO - guvnl.com · Rock is completely fractured to thinly bedded and at places lenses of cobbles and boulder size interlocking rock fragments mixed with soil are also seen. 3.3$
GETCO (GUJARAT ENERGY TRANSMISSION CORPORATION)

Technical Report on

Geotechnical Investigation for

Proposed Structure of 400kv Solar Park at Charanaka

BY:

Prof Dr K C Thaker M Tech; Ph.D.(Geotech); FIE (India); FIGS

K K Thaker ME (Geotech); MBA (Finance); MIE (India); MIGS; MGICEA

KCT Consultancy Services

Office & Laboratory : Plot no.1,Sayona Silver Estate-Part II, Behind Silver Oak Club, Beside Auda Water Tank Opp. Sarjan RMC Plant, Gota, Ahmedabad 382 481 Phone :- 65103088/89/90,9825064378,

JANUARY-2011

ST/01/11/570

EXECUTIVE SUMMARY This final report summarizes the geotechnical investigation performed by KCT Consultancy Services, Ahmedabad, for the proposed solar plant that GETCO is proposing at village Charanaka in North Gujarat. The project site is basically an open field. For exploration, twelve borings were advanced. Surface geologic materials consist of clays and clayey sand. Texturally, these are silty to clayey. The material encountered in the upper 3.0 to 5.0 m includes very stiff to hard clay and clayey sand. The deeper soils, from 5.00 to 10.0m below ground surface, encompass hard clay mixed with highly weathered weak and fragmented rock. At places boulderous formation and weak and fractured rock is also encountered. Groundwater was encountered at about 1.50 m depth during our subsurface investigation. Ground water in the region is very deep, however due to water logging and due to hard pan below top soil, perched water table was observed, which is likely to fall below 10 m in summer. Geologic and seismic hazards that might affect the site were reviewed using published data. Our assessment suggests that there is little to no potential for landslides, subsidence, fault surface rupture, liquefaction, or seismic settlement, but some potential for flooding, poor soil conditions, and strong ground shaking. All identified geologic and seismic hazards are considered less than significant. To the extent of the information available for this investigation, geologic and seismic hazards do not appear to represent a “fatal flaw” for the proposed development. Based on the results of geotechnical investigation, the site appears suitable, from a geotechnical standpoint, for the proposed development of a solar plant. Consistent with usual practice locally, shallow spread footings may be used to support the transformers, Building and the PV panel support structures. Recommendations are also provided for site earthwork, including electrical trenches, and for future, more detailed geotechnical investigation for the project. K K Thaker Prof. K C Thaker ME (Geotech); MBA (Finance) MTech; PhD (Geotech)

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1.0 Project Description This final report summarizes the geotechnical investigation performed by KCT Consultancy Services for the proposed solar plant of GETCO is considering building near village Charanaka in North Gujarat. The project consists of a proposed solar plant, including photovoltaic (PV) panels, transformers, control room and may be administrative Building. The following table of loads and settlement criteria for project features was considered for this investigation.

Maximum settlement (mm) Structure Type

Approx. Load (Max T / m2)

Appox. Footing Size (m) Total Differential

Transformer Pad 5 2.5m X 2.5m 40 25

Control Room 10 2.0m X 2.0m 40 25

PV Panel Support Pier Vertical Load -0.25 T 1.5m X 1.5m 25 NA

PV Panel Support Pier Lateral Load - 1 T 1.5m X 1.5m 25 NA

PV Panel Support Pier Moment - 0.5 t-m 1.5m X 1.5m 25 NA

2.0 Field Exploration and Laboratory Testing Total of 12 nos. of 10.0m deep and 150 mm diameter, test borings were carried out manually by spiral auger and shell at the site. Figure 1, shows the approximate locations of the borings, designated BH 1 to 12. The borings were advanced following IS 1892. Boring logs are appended in fig 2 to 13. 2.1 Sampling 2.1.1 Disturbed Samples Disturbed samples were collected during boring and from the split spoon sampler. The samples recovered were logged, labeled and placed in polyethylene bags and sent to laboratory for testing. 2.1.2 Undisturbed Samples Undisturbed soil samples were collected in 90 mm diameter thin walled Shelby tubes. Undisturbed samples were collected at an interval of around 3.0 m. Samples were collected from each strata. The samples collected were sealed properly using wax, labeled and transported to the laboratory within 3 days of their collection at site. 2.1.3 Standard Penetration Test The standard penetration tests were conduct in accordance with IS:2131-1981 in test bore at regular intervals. The test gives N – Value, the blow counts of last 30 cm penetration of split spoon sampler with 63.5 kg hammer falling from 76 cm height. 2.2 Laboratory Testing The following table lists the laboratory tests conducted on undisturbed and disturbed soil samples collected from various depths to find physical properties and strength characteristics.

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Tests Recomnd 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. U. comp. strength IS 2720 Pt X UDS

11. Triaxial Comp. Test IS 2720 Pt X UDS

3.0 Site Surface and Geologic Conditions 3.1 Regional Geologic Conditions The study area is a part of North Gujarat alluvial plain and geologically it falls within the vast, marshy, saline tract of mostly clay formation formed of brownish grey silt and clay deposited fluvio-marine during progressive withdrawal of a high sea during Holocene age and shows unique example of Holocene sedimentation. The area is formed of tidal mud-flats and series of off- shore sandbars. Geologically the area is covered with saline tract of mostly clay formation formed of brownish grey silt and clay deposited, sand, and murrom at depth. The area is underlain mostly by clay, fine grained sand, kankar, morum and silt deposits. In the Patan district nearly 90 percent of soil is highly sandy. The alluvial soils are found in the talukas of Santalpur and Radhanpur. The formation is saline and salt encrustation is observed at surface due to capillary action where ground water level is at shallow depth and rain water accumulates in the low lying area. At Charanka village, towards south & South West direction of the village, rock is exposed at surface where as alluvial thickness increases towards North direction. 3.2 Local Geologic Setting & Subsurface Soil Conditions As shown on the borings logs, soil encountered during our subsurface investigation generally consisted of fat clay, and sandy clay with gravels, that was typically saturated and hard in place. As shown on the exploratory borings logs spread on the entire project site, soil encountered during our subsurface investigation generally consisted of dense clayey sand, and stiff to very stiff sandy clay of intermediate plasticity, that was typically saturated in place up to about 4.0 to 5.0m from EGL, followed by highly weathered, weak and fragmented rock with infilled soil. Rock is completely fractured to thinly bedded and at places lenses of cobbles and boulder size interlocking rock fragments mixed with soil are also seen. 3.3 Groundwater Conditions Groundwater was encountered at about 1.50 m depth during our subsurface investigation. Ground water is highly saline. Ground water table is likely to rise upto 0.50 m during peak monsoon.

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3.5 Geologic Hazards 3.5.1 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 and it can be concluded that, a) There is little to no potential for landslides, subsidence, fault surface rupture, liquefaction, and seismic settlement. b) There is however potential for flooding but no erosion. Further, poor soil conditions exists and strong ground shaking is not denied. All identified geologic and seismic hazards are considered less than significant. To the extent of the information available for this investigation, geologic and seismic hazards do not appear to represent a “fatal flaw” for the proposed development. 3.5.2 Poor Soil Conditions (Expansive, Corrosive Soils) Expansive soils are fine-grained soils (generally high plasticity clays) that can undergo a significant increase in volume with an increase in water content and a significant decrease in volume with a decrease in water content. Changes in the water content of a highly expansive soil can result in severe distress to structures constructed on or against the soil. As indicated on the boring logs, fine-grained, highly plastic and potentially expansive soils were encountered during our subsurface investigation. Proposed structures may require special designs to mitigate the adverse effects of expansive soils. Corrosive soils are materials that have the potential to adversely impact buried metallic pipes, concrete, and other underground structures due to their chemical makeup. Factors that influence soil corrosivity include pH, electrical resistivity, and chemical constituents (chloride, sulfate, etc.). Based on investigation, near soils are typically slightly alkaline (pH = 7.2 – 7.9), are highly corrosive to uncoated steel, and are mildly to moderately corrosive to concrete materials. On the basis of this information, there is a potential for site soils to be moderately to severely corrosive to metallic and concrete building materials. Soil can be classified in Class 2 as per the table no. 4 of IS: 456, 2000. In such exposure, mitigation measures may be necessary to reduce or eliminate the hazard. Ordinary Portland cement with C3A content between 5 & 8 % or Portland slag cement is desired to be used for all buried RCC structural members. The concrete shall be designed for severe exposure condition as suggested in Table no. 3 of IS: 456, 2000. The minimum cement content shall not be less than 330 kg / m3 and the W/C shall not be more than 0.50. Clear cover to the reinforcement shall be adequate enough. 3.5.3 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 within the subject site. Therefore, primary ground rupture is not considered a hazard to the project.

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3.5.4 Strong Ground Motion The site is located within a seismically active region (Zone 4). Because the site is in a seismically active region, it follows that it will be subjected to future seismic shaking and strong ground motion resulting from seismic activity along local and more distant active faults. As such, structural improvements should be designed to accommodate expected strong ground shaking. 3.5.5 Liquefaction Liquefaction is a phenomenon whereby, during periods of oscillatory ground motion caused by an event such as an earthquake, the pore-water pressure in a loose, saturated granular soil and some fine-grained soils increases to the point where the effective stress in the soil is zero and the soil loses a portion of its shear strength (initial liquefaction). Structures founded on or above potentially liquefiable soils may experience bearing capacity failures, vertical settlement (both total and differential) and lateral displacement (due to lateral spreading of the ground). The factors known to influence liquefaction potential include soil characteristics (particle-size distribution, plasticity, and water content), relative density, presence or absence of groundwater, stress tensor (effective confining stresses shear stress) and the intensity and duration of the seismic ground shaking. The granular soils most susceptible to liquefaction are loose, saturated sands and non-plastic silty soils located below the water table. The potential for liquefaction at the site is considered to be insignificantly low to nil. This is due to the hard, finer-grained, cohesive nature of the subsurface materials. 4.0 Conclusions and Recommendations 4.1 General Based on the results of geotechnical investigation, the site appears suitable, from a geotechnical standpoint, for the proposed development of a solar plant. 4.2 Shallow Foundations The loads and settlement criteria considered for transformers (large and small) and Buildings are tabulated in Section 1.0. It is recommended to provide shallow spread footings to support the transformers and Building. It is recommended that the base of the shallow spread footings be embedded at least 1.50 m below the overlying ground. The ground under the spread footings should be prepared as recommended in this section. Several factors should be considered: clays that may be expansive were found near the surface; erosion may undermine footings with no embedment. With respect to the plowed field and expansion clay issues, careful study is to be made of the upper few m of the site. Because some of the site soil is judged to be expansive, it may be necessary to mitigate this condition. It may be necessary to over excavate the ground under the foundations and place a pad of compacted, coarse sand, such of non-expansive fill material should extend at least 0.30 m below the base of the foundations and to a lateral distance of at least 0.50 m beyond the footing perimeter. In addition, the ground surface around the Building perimeter should slope downward at least 5 percent away from the structure for a distance of at least 1.5 m and at least 2 percent for an additional 3.0 m. Rainfall falling on the roof should be collected by a gutter and downspout system and discharged at a safe distance from the building to avoid extra infiltration near the building. No plants requiring irrigation should be allowed within 6.0 m of the Buildings. Assuming sand is used to construct the fill pad under the footings, the coefficient of vertical subgrade reaction is estimated as 10.0 kg per cubic cm based on the estimated material characteristics. These

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values assume that the material is not saturated; if the material were saturated the coefficient of subgrade reaction would be less. For spread footings cast directly on the subgrade, an ultimate coefficient of friction of 0.35 may be used. A factor of safety of at least 1.5 should be applied to the ultimate frictional resistance for the static case and a factor of safety of at least 1.3 should be applied for cases that include transient loading (seismic and wind gusts, but not sustained wind load). 4.3 Earthwork Project will consist of excavation for the foundations for the Building, transformers and switchyard towers. Trenches for buried electrical cables are also planned. No site grading has been identified at this stage of the project. Prior to placement of fill, the bottoms of excavations should be scarified to a depth of at least 15 cm, moisture conditioned to be at or slightly above the optimum water content, and compacted to at least 90 percent relative compaction. Based on the site subsurface explorations, it is likely that groundwater will be encountered during construction. Adequate measures should be in place in order to insure proper drainage of excavations in the event that perched water is encountered. 4.4 Fill Materials for backfilling or upto FFL over ground The materials that will be excavated are mainly lean and fat clays. While the sands should be suitable for reuse in fills that will be overlain by project facilities, the reuse of the clays should be avoided due to their potential to change volume (swell or contract) in response to changes in water content. In addition, when the clay is excavated, it will likely be below the optimum water content and in the form of large coherent clods. In these circumstances, the earthwork contractor will have difficulty modifying the water content of the material to obtain the correct water content to allow compaction to be achieved. Engineered Fill material for use in the pad of fill placed beneath the shallow foundations should consist of sand excavated from the project site or imported from offsite sources that is suitable for use in constructing engineered fill. Suitability should be determined by the testing. Materials for use as Engineered Fill should 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. Engineered Fill materials should be free of organics, debris, or other deleterious materials. Any imported materials should 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. K K Thaker Prof. K C Thaker ME (Geotech); MBA (Finance) MTech; PhD (Geotech)

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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 2.00 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.31 1.16 1.16 1.00 1.00 1.00 1.80 0.90 0.50 0.50 20

2 2.00 2.00 2.00 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.23 1.12 1.12 1.00 1.00 1.00 1.80 0.90 0.50 0.50 19

3 2.50 2.50 2.00 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.19 1.09 1.09 1.00 1.00 1.00 1.80 0.90 0.50 0.50 18

4 3.00 3.00 2.00 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.16 1.08 1.08 1.00 1.00 1.00 1.80 0.90 0.50 0.50 18

5 1.50 1.50 2.50 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.39 1.19 1.19 1.00 1.00 1.00 1.80 0.90 0.50 0.50 21

6 2.00 2.00 2.50 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.29 1.15 1.15 1.00 1.00 1.00 1.80 0.90 0.50 0.50 20

7 2.50 2.50 2.50 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.23 1.12 1.12 1.00 1.00 1.00 1.80 0.90 0.50 0.50 19

8 3.00 3.00 2.50 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.19 1.10 1.10 1.00 1.00 1.00 1.80 0.90 0.50 0.50 18

9 1.50 1.50 3.00 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.47 1.23 1.23 1.00 1.00 1.00 1.80 0.90 0.50 0.50 22

10 2.00 2.00 3.00 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.35 1.17 1.17 1.00 1.00 1.00 1.80 0.90 0.50 0.50 21

11 2.50 2.50 3.00 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.28 1.14 1.14 1.00 1.00 1.00 1.80 0.90 0.50 0.50 20

12 3.00 3.00 3.00 0.51 13 7.82 1.20 0.99 1.30 1.20 0.80 1.23 1.12 1.12 1.00 1.00 1.00 1.80 0.90 0.50 0.50 19

Note :-

1) Factor of safety is 2.5

2) Depth of foundation shall be from E G L

3) Water table has been considered to rise upto EGL, which happens to be the worst case.

Depth of Foundation

Water Table Correction

Depth Factors Inclination Factors Unit Weight Safe Bearing Capacity

Size of Foundation Shear Parameter Bearing Capacity Factors Shape Factors

KCT Consultancy Services, AhmedabadAPPENDIX - 1

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

Proposed 400 KV Solar Park at CharankaFor Isolated Square Footing

Project :

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Sr. No. Depth of Footing D

Width of Footing B

Coefficient of Volume

Change mv

Thickness of Compressible

Layer H

Pressure Incremenmt

∆p

Correction for depth

Consolidation Settlement Sc

m m cm2 / kg m T / m2 mm

1 2.00 1.50 0.02 3.00 4.89 0.5 0.73 12.9

2 2.00 2.00 0.02 4.00 4.63 0.5 0.73 16.2

3 2.00 2.50 0.02 5.00 4.48 0.5 0.76 20.5

4 2.00 3.00 0.02 6.00 4.39 0.5 0.80 25.2

5 2.50 1.50 0.02 3.00 5.25 0.5 0.73 13.8

6 2.50 2.00 0.02 4.00 4.92 0.5 0.73 17.2

7 2.50 2.50 0.02 5.00 4.72 0.5 0.73 20.7

8 2.50 3.00 0.02 6.00 4.60 0.5 0.75 25.0

9 3.00 1.50 0.02 3.00 5.62 0.5 0.73 14.7

10 3.00 2.00 0.02 4.00 5.21 0.5 0.73 18.2

11 3.00 2.50 0.02 5.00 4.97 0.5 0.73 21.8

12 3.00 3.00 0.02 6.00 4.82 0.5 0.73 25.3

λ factor related to

pore pressure parameter

KCT Consultancy Services, Ahmedabad

Calculation of Settlement as per IS : 8009

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

Project:- Proposed 400 KV Solar Park at Charanka

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NOTATIONS C Cohesion φ Angle of internal f r ic t ion of soi l DS Disturbed Sample UDS Undisturbed Sample NMC Natural Moisture Content NP Non Plast ic Soi ls G Specif ic Gravity G Gravel Content M Si l t Content S Sand Content C Clay Content LL Liquid Limit PL Plast ic L imit PI Plast ic i ty Index Cc Compression Index K Coeff ic ient of Permeabi l i ty UCS Unconf ined Compression N SPT Value BH Bore Hole Suff ix The Number of Bore Holes Nc,Nq,Nγ Bearing Capacity Factor Sc,Sq,Sγ Shape Factors γ Densi ty of Soi l D Depth of foundat ion FS Factor of Safety Cv Coeff ic ient of consol idat ion UU Unconsol idated undrained t r iaxial test CU Consol idated undrained t r iaxial test CD Consol idated drained t r iaxial test GC Clayey Gravels GP Poorely Graded Gravels GW Wel l Graded Gravels SC Clayey Sand SM Si l ty Sand SW Wel Graded Sand SP Poorly Graded Sand CH Clays of High Plast ic i ty CI Clays of Intermediate Plast ic i ty CL Clays of Low Plast ic i ty MH Si l ts of High Plast ic i ty MI Si l ts of Intermediate Plast ic i ty ML Si l ts of Low Plast ic i ty

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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 I I , I I I , IV, V, XII I , XXXI,XXVII,XXVIS1498,IS6403,IS 1904 Soi l Mechanics and Foundat ion engineering Dhanpat Rai and Sons Delhi Soi l test ing for Engineers Wi ley Easter Ltd. , New Delhi Foundat ion Engineering Asia Publ ishing House Foundat ion Engineering Manual Dhanpat Rai & Sons. Design Aids in soi l mechanics and Foundat ion Engineering Tata Mc Graw Hi l l Publ ishing Co. Ltd. Modern Geotechnical Eng. IBT Publ ishing & Distr ibutors Delhi .

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TABLE NO. – 1

RESULTS OF LABORATORY PERMEABILITY

Sr. No.

Bore Hole No.

Depth (m) Permeabil i ty (mm/s)

1.

BH – 1 1.00

0.66 x 10- 6

2.

BH – 2 2.00

0.62 x 10- 4

3.

BH – 3 1.50

0.64 x 10- 6

4.

BH – 4 2.00

0.65 x 10- 4

5.

BH – 5 1.00

0.62 x 10- 4

6.

BH – 6 1.00

0.67 x 10- 4

7.

BH – 7 1.00

0.66 x 10- 4

8.

BH – 8 2.00

0.62 x 10- 4

9.

BH – 9 3.00

0.66 x 10- 4

10.

BH – 10 1.00

0.62 x 10- 6

11.

BH – 11 1.00

0.66 x 10- 6

12.

BH – 12 2.00

0.62 x 10- 6

K.K.Thaker

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1

Type of

BH No. :-

Depth

Project :-

RESULTS OF LABORATORY TEST

Proposed 400 KV Solar Park at Charanka

Grain Size AnalysisField Natural ity ue tioShear Parameterng

reConsistancy limits on itySr ity

oned

on

est

CCex

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

Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

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SPT

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Rat

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1 0.00 DS - 12.64 - 1 29 39 31 55 27 28 8 - 43.2 CH - - - - - - - -

2 1.00 UDS 1.81 18.34 2.66 2 26 40 32 41 27 14 - - - CI 0.35 17 - 0.09 - - 0.74 42.5

3 1.50 SPT - - - 0 32 38 30 41 23 18 - - - CI - - - - 51 - - -

C

3 1.50 SPT 0 32 38 30 41 23 18 CI 51

4 3.00 UDS 1.97 22.95 2.66 2 59 21 18 23 14 9 - - - SC 0.09 33 - - - - 0.66 39.8

5 4.50 SPT - - - 1 54 25 20 21 13 8 - - - SC - - - - > 100 - - -

6 6 00 UDS 2 23 19 32 2 66 2 14 46 38 57 28 29 5 34 0 42 29 76 6.00 UDS 2.23 19.32 2.66 2 14 46 38 57 28 29 - - - - - 5.34 - - - 0.42 29.7

7 7.50 UDS 2.20 18.43 2.67 2 23 39 36 56 28 28 - - - - - 4.94 - - 21 0.44 30.4

8 9.00 UDS 2.36 19.54 2.69 0 22 38 40 58 30 28 - - - - - 6.13 - - 21 0.36 26.6

Mud Stone

9 10.00 UDS 2.40 19.28 2.67 2 16 43 39 57 29 28 - - - - - 6.95 - - 13 0.33 24.6

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2

Type of

BH No. :-

Depth

Project :-





oned

on

est

CCex


Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

Gra

vel

SPT

N V

alu

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Rat

Silt

Cla

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1 0.00 DS - - - 0 53 28 19 25 17 8 - - - SC - - - - - - - -

2 1.00 UDS 1.88 21.24 2.63 4 49 27 20 23 14 9 - - - SC 0.08 30 - - - - 0.70 41.0

3 1.50 SPT - - - 4 57 21 18 27 19 8 - - - SC - - - - > 100 - - -

C

3 1.50 SPT 4 57 21 18 27 19 8 SC 100

4 2.00 UDS 2.10 20.35 2.64 4 52 25 19 22 14 8 - - - SC 0.05 31 - - - - 0.51 33.9

5 3.00 DS - - - 0 53 28 19 27 18 9 - - - SC - - - - - - - -

6 4 50 SPT 1 55 25 19 21 13 8 SC 1006 4.50 SPT - - - 1 55 25 19 21 13 8 - - - SC - - - - > 100 - - -

7 6.00 DS - - - 2 81 13 4 23 NP NP - - - SM - - - - - - - -

8 7.50 SPT - - - 0 59 21 20 25 17 8 - - - SC - - - - > 100 - - -

9 9.00 DS - - - 0 58 24 18 27 19 8 - - - SC - - - - - - - -

10 10.00 SPT - - - 2 51 28 19 29 21 8 - - - SC - - - - > 100 - - -

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3

Type of

BH No. :-

Depth

Project :-





oned

on

est

CCex


Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

Gra

vel

SPT

N V

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Rat

Silt

Cla

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1 0.00 DS - - - 1 58 22 19 27 18 9 - - - SC - - - - - - - -

2 1.50 UDS 1.86 21.24 2.66 0 32 36 32 36 24 12 - - - CI 0.37 18 - 0.06 - - 0.73 42.3

3 3.00 SPT - - - 2 32 33 33 40 21 19 - - - CI - - - - > 100 - - -

C

3 3.00 SPT 2 32 33 33 40 21 19 CI 100

4 4.50 DS - - - 1 28 39 32 44 28 16 - - - CI - - - - - - - -

5 6.00 SPT - - - 0 32 38 30 36 17 19 - - - CI - - - - > 100 - - -

6 7 50 DS 1 55 26 18 24 15 9 SC6 7.50 DS - - - 1 55 26 18 24 15 9 - - - SC - - - - - - - -

7 9.00 SPT - - - 1 31 34 34 55 30 25 - - - CH - - - - > 100 - - -

8 10.00 DS - - - 2 26 38 34 50 23 27 - - - CH - - - - - - - -

ST/01/11/570

Page no.14 of 36


4

Type of

BH No. :-

Depth

Project :-





oned

on

est

CCex


Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

Gra

vel

SPT

N V

alu

Void

Rat

Silt

Cla

y

Liqu

id

Lim

it

Plas

tic

Lim

it Swel

linPr

essu

y

Soil

Cla

ssifi

catio

Poro

siNo

Roc

k Q

uali

Des

igna

tio

C φ

Unc

onfin

eC

ompr

essi

oTe

Com

pres

sion

Inde

x C

Free

Sw

ell I

nde

Plas

ticity

In

dex

Shrin

kage

Li

mit

1 0.00 DS - - - 2 31 33 34 36 26 10 - - - CI - - - - - - - -

2 1.50 SPT - - - 1 56 24 19 26 17 9 - - - SC - - - - > 100 - - -

3 2.00 UDS 1.89 21.65 2.67 2 55 24 19 24 16 8 - - - SC 0.07 31 - - - - 0.72 41.8

C

3 2.00 UDS 1.89 21.65 2.67 2 55 24 19 24 16 8 SC 0.07 31 0.72 41.8

4 3.00 DS - - - 4 50 27 19 22 13 9 - - - SC - - - - - - - -

5 4.50 SPT - - - 2 50 28 20 29 20 9 - - - SC - - - - > 100 - - -

6 6 00 DS 5 54 21 20 27 19 8 SC6 6.00 DS - - - 5 54 21 20 27 19 8 - - - SC - - - - - - - -

7 7.50 SPT - - - 3 54 24 19 25 17 8 - - - SC - - - - > 100 - - -

8 9.00 DS - - - 3 55 24 18 26 17 9 - - - SC - - - - - - - -

ST/01/11/570

Page no.15 of 36


5

Type of

BH No. :-

Depth

Project :-





oned

on

est

CCex


Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

Gra

vel

SPT

N V

alu

Void

Rat

Silt

Cla

y

Liqu

id

Lim

it

Plas

tic

Lim

it Swel

linPr

essu

y

Soil

Cla

ssifi

catio

Poro

siNo

Roc

k Q

uali

Des

igna

tio

C φ

Unc

onfin

eC

ompr

essi

oTe

Com

pres

sion

Inde

x C

Free

Sw

ell I

nde

Plas

ticity

In

dex

Shrin

kage

Li

mit

1 0.00 DS - - - -

2 1.00 UDS 1.94 24.34 2.66 1 53 26 20 23 15 8 - - - SC 0.08 33 - - - - 0.70 41.3

3 1.50 SPT - - - 0 55 26 19 26 18 8 - - - SC - - - - 74 - - -

Filled up Soil -

C

3 1.50 SPT 0 55 26 19 26 18 8 SC 74

4 3.00 DS - - - 1 53 26 20 25 17 8 - - - SC - - - - - - - -

5 4.50 SPT - - - 2 51 27 20 27 19 8 - - - SC - - - - > 100 - - -

6 6 00 DS 1 60 20 19 22 14 8 SC6 6.00 DS - - - 1 60 20 19 22 14 8 - - - SC - - - - - - - -

7 7.50 UDS 2.26 7.13 2.74 - - - - - - - - - - W.ROCK - - - - - - 0.30 23.0

8 9.00 UDS 2.23 5.31 2.75 - - - - - - - - - - W.ROCK - - - - - 24 0.30 23.0

9 10.00 UDS 2.37 5.20 2.75 - - - - - - - - - - W.ROCK - - - - - 26 0.22 18.1

ST/01/11/570

Page no.16 of 36


Type of

BH No. :- 6

Depth

Project :-





oned

on

est

CCex


Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

Gra

vel

SPT

N V

alu

Void

Rat

Silt

Cla

y

Liqu

id

Lim

it

Plas

tic

Lim

it Swel

linPr

essu

y

Soil

Cla

ssifi

catio

Poro

siNo

Roc

k Q

uali

Des

igna

tio

C φ

Unc

onfin

eC

ompr

essi

oTe

Com

pres

sion

Inde

x C

Free

Sw

ell I

nde

Plas

ticity

In

dex

Shrin

kage

Li

mit

1 0.00 DS - - - 1 57 22 20 29 21 8 - - - SC - - - - - - - -

2 1.00 UDS 1.93 23.15 2.66 1 57 22 20 26 18 8 - - - SC 0.09 28 - - - - 0.70 41.1

3 1.50 SPT - - - 0 55 26 19 26 17 9 - - - SC - - - - 74 - - -

C

3 1.50 SPT 0 55 26 19 26 17 9 SC 74

4 3.00 DS - - - 2 52 27 19 23 14 9 - - - SC - - - - - - - -

5 4.50 SPT - - - 6 50 24 20 28 20 8 - - - SC - - - - > 100 - - -

6 6 00 DS 3 51 26 20 25 17 8 SC6 6.00 DS - - - 3 51 26 20 25 17 8 - - - SC - - - - - - - -

7 7.50 UDS 2.34 5.46 2.74 - - - - - - - - - - W.ROCK - - 63.40 - - 10 0.23 19.0

8 9.00 UDS 2.41 7.02 2.76 - - - - - - - - - - W.ROCK - - 82.10 - - 31 0.23 18.4

9 10.00 UDS 2.40 3.16 2.75 - - - - - - - - - - W.ROCK - - 70.30 - - 13 0.18 15.4

ST/01/11/570

Page no.17 of 36


7

Type of

BH No. :-

Depth

Project :-


Propsed 400 KV Solar Park at Charanka



oned

on

est

CCex


Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

Gra

vel

SPT

N V

alu

Void

Rat

Silt

Cla

y

Liqu

id

Lim

it

Plas

tic

Lim

it Swel

linPr

essu

y

Soil

Cla

ssifi

catio

Poro

siNo

Roc

k Q

uali

Des

igna

tio

C φ

Unc

onfin

eC

ompr

essi

oTe

Com

pres

sion

Inde

x C

Free

Sw

ell I

nde

Plas

ticity

In

dex

Shrin

kage

Li

mit

1 0.00 DS - - - 1 36 30 33 54 26 28 8 - 46.3 CH - - - - - - - -

2 1.00 UDS 1.86 23.51 2.64 2 53 25 20 25 17 8 - - - SC 0.09 29 - - - - 0.75 43.0

3 1.50 SPT - - - 2 50 28 20 26 17 9 - - - SC - - - - 72 - - -

C

3 1.50 SPT 2 50 28 20 26 17 9 SC 72

4 2.00 UDS 1.94 22.64 2.65 0 55 27 18 27 18 9 - - - SC 0.11 32 - - - - 0.68 40.3

5 3.00 DS - - - 2 51 27 20 23 15 8 - - - SC - - - - - - - -

6 4 50 SPT 0 54 27 19 29 20 9 SC 1006 4.50 SPT - - - 0 54 27 19 29 20 9 - - - SC - - - - > 100 - - -

7 6.00 DS - - - 1 54 26 19 27 18 9 - - - SC - - - - - - - -

8 7.50 SPT - - - 4 29 37 30 59 31 28 - - - CH - - - - > 100 - - -

9 9.00 DS - - - 6 24 40 30 56 27 29 - - - CH - - - - - - - -

10 10.00 SPT - - - 4 33 30 33 54 29 25 - - - CH - - - - > 100 - - -

ST/01/11/570

Page no.18 of 36


Type of

BH No. :- 8

Depth

Project :-





oned

on

est

CCex


Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

Gra

vel

SPT

N V

alu

Void

Rat

Silt

Cla

y

Liqu

id

Lim

it

Plas

tic

Lim

it Swel

linPr

essu

y

Soil

Cla

ssifi

catio

Poro

siNo

Roc

k Q

uali

Des

igna

tio

C φ

Unc

onfin

eC

ompr

essi

oTe

Com

pres

sion

Inde

x C

Free

Sw

ell I

nde

Plas

ticity

In

dex

Shrin

kage

Li

mit

1 0.00 DS - - - 1 29 36 34 51 26 25 7 - 51.4 CH - - - - - - - -

2 1.00 UDS 1.80 21.64 2.64 1 51 28 20 26 17 9 - - - SC 0.09 30 - - - - 0.78 43.9

3 1.50 SPT - - - 1 55 25 19 25 16 9 - - - SC - - - - > 100 - - -

C

3 1.50 SPT 1 55 25 19 25 16 9 SC 100

4 2.50 UDS 1.94 24.35 2.65 2 59 20 19 26 17 9 - - - SC 0.08 31 - - - - 0.70 41.1

5 3.00 DS - - - 0 58 24 18 29 20 9 - - - SC - - - - - - - -

6 4 50 SPT 0 55 27 18 20 12 8 SC 1006 4.50 SPT - - - 0 55 27 18 20 12 8 - - - SC - - - - > 100 - - -

7 6.00 DS - - - 1 54 25 20 25 17 8 - - - SC - - - - - - - -

8 7.50 SPT - - - 1 53 28 18 28 19 9 - - - SC - - - - > 100 - - -

9 9.00 DS - - - 0 60 22 18 25 16 9 - - - SC - - - - - - - -

10 10.00 SPT - - - 0 30 36 34 55 27 28 - - - CH - - - - > 100 - - -

ST/01/11/570

Page no.19 of 36


9

Type of

BH No. :-

Depth

Project :-





oned

on

est

CCex


Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

Gra

vel

SPT

N V

alu

Void

Rat

Silt

Cla

y

Liqu

id

Lim

it

Plas

tic

Lim

it Swel

linPr

essu

y

Soil

Cla

ssifi

catio

Poro

siNo

Roc

k Q

uali

Des

igna

tio

C φ

Unc

onfin

eC

ompr

essi

oTe

Com

pres

sion

Inde

x C

Free

Sw

ell I

nde

Plas

ticity

In

dex

Shrin

kage

Li

mit

1 0.00 DS - - - 1 31 34 34 51 25 26 8 - 47.3 CH - - - - - - - -

2 1.50 SPT - - - 3 55 22 20 22 13 9 - - - SC - - - - > 100 - - -

3 2.00 UDS 1.87 23.14 2.66 5 49 27 19 23 15 8 - - - SC 0.12 29 - - - - 0.75 42.9

C

3 2.00 UDS 1.87 23.14 2.66 5 49 27 19 23 15 8 SC 0.12 29 0.75 42.9

4 3.00 DS - - - 0 56 26 18 25 16 9 - - - SC - - - - - - - -

5 4.50 SPT - - - 1 52 28 19 26 17 9 - - - SC - - - - > 100 - - -

6 6 00 DS 0 32 34 34 51 24 27 CH6 6.00 DS - - - 0 32 34 34 51 24 27 - - - CH - - - - - - - -

7 7.50 SPT - - - 2 35 30 33 55 27 28 - - - CH - - - - > 100 - - -

8 9.00 DS - - - 0 28 40 32 52 26 26 - - - CH - - - - - - - -

9 10.00 SPT - - - 0 38 31 31 53 26 27 - - - CH - - - - > 100 - - -

ST/01/11/570

Page no.20 of 36


10

Type of

BH No. :-

Depth

Project :-





oned

on

est

CCex


Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

Gra

vel

SPT

N V

alu

Void

Rat

Silt

Cla

y

Liqu

id

Lim

it

Plas

tic

Lim

it Swel

linPr

essu

y

Soil

Cla

ssifi

catio

Poro

siNo

Roc

k Q

uali

Des

igna

tio

C φ

Unc

onfin

eC

ompr

essi

oTe

Com

pres

sion

Inde

x C

Free

Sw

ell I

nde

Plas

ticity

In

dex

Shrin

kage

Li

mit

1 0.00 DS - - - 0 32 36 32 57 30 27 7 - - CH - - - - - - - -

2 1.50 SPT - - - 2 28 38 32 50 22 28 - - - CH - - - - > 100 - - -

3 2.00 UDS 1.98 23.24 2.65 2 28 39 31 51 25 26 8 0.22 44.6 CH - - 162.40 0.03 - - 0.65 39.4

C

3 2.00 UDS 1.98 23.24 2.65 2 28 39 31 51 25 26 8 0.22 44.6 CH 162.40 0.03 0.65 39.4

4 3.00 DS - - - 0 32 36 32 52 23 29 - - - CH - - - - - - - -

5 4.50 SPT - - - 2 34 34 30 55 26 29 - - - CH - - - - > 100 - - -

6 6 00 DS 1 32 37 30 52 27 25 CH6 6.00 DS - - - 1 32 37 30 52 27 25 - - - CH - - - - - - - -

7 7.50 SPT - - - 0 37 30 33 52 27 25 - - - CH - - - - > 100 - - -

8 9.00 DS - - - 1 36 33 30 50 23 27 - - - CH - - - - - - - -

9 10.00 SPT - - - 2 37 30 31 57 32 25 - - - CH - - - - > 100 - - -

ST/01/11/570

Page no.21 of 36


11

Type of

BH No. :-

Depth

Project :-





oned

on

est

CCex


Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

Gra

vel

SPT

N V

alu

Void

Rat

Silt

Cla

y

Liqu

id

Lim

it

Plas

tic

Lim

it Swel

linPr

essu

y

Soil

Cla

ssifi

catio

Poro

siNo

Roc

k Q

uali

Des

igna

tio

C φ

Unc

onfin

eC

ompr

essi

oTe

Com

pres

sion

Inde

x C

Free

Sw

ell I

nde

Plas

ticity

In

dex

Shrin

kage

Li

mit

1 0.00 DS - - - 0 28 38 34 52 24 28 7 - 47.1 CH - - - - - - - -

2 1.50 SPT - - - 0 33 34 33 55 29 26 - - - CH - - - - > 100 - - -

3 2.00 UDS 1.79 23.64 2.65 2 31 37 30 52 23 29 - - - CH 0.49 16 - 0.05 - - 0.83 45.4

C

3 2.00 UDS 1.79 23.64 2.65 2 31 37 30 52 23 29 CH 0.49 16 0.05 0.83 45.4

4 3.00 UDS 2.18 6.34 2.74 - - - - - - - - - - W.ROCK - - 76.30 - - - 0.33 25.1

5 4.50 UDS 2.21 7.85 2.76 - - - - - - - - - - W.ROCK - - 64.90 - - 12.4 0.35 25.7

6 6 00 SPT 0 27 39 34 52 24 28 366 6.00 SPT - - - 0 27 39 34 52 24 28 - - - - - - - 36 - - -

7 7.50 UDS 2.06 20.13 2.62 2 34 32 32 57 29 28 - - - - - 21.40 - - - 0.53 34.6

8 9.00 UDS 2.08 18.52 2.63 2 37 31 30 53 25 28 - - - - - 22.00 - - - 0.50 33.3

Mud Stone

9 10.00 UDS 2.04 18.94 2.62 2 34 34 30 52 27 25 - - - - - 26.70 - - - 0.53 34.6

ST/01/11/570

Page no.22 of 36


12

Type of

BH No. :-

Depth

Project :-





oned

on

est

CCex


Sand

ypSample

p yDensity Moisture

Content

Spec

ific

Gra

vi

Gra

vel

SPT

N V

alu

Void

Rat

Silt

Cla

y

Liqu

id

Lim

it

Plas

tic

Lim

it Swel

linPr

essu

y

Soil

Cla

ssifi

catio

Poro

siNo

Roc

k Q

uali

Des

igna

tio

C φ

Unc

onfin

eC

ompr

essi

oTe

Com

pres

sion

Inde

x C

Free

Sw

ell I

nde

Plas

ticity

In

dex

Shrin

kage

Li

mit

1 0.00 DS - - - 0 34 36 30 58 33 25 7 - - CH - - - - - - - -

2 1.50 SPT - - - 2 24 40 34 59 33 26 - - - CH - - - - 58 - - -

3 2.00 UDS 1.80 19.65 2.67 0 30 39 31 53 26 27 8 0.21 50.3 CH 0.51 13 - 0.06 - - 0.77 43.7

C

3 2.00 UDS 1.80 19.65 2.67 0 30 39 31 53 26 27 8 0.21 50.3 CH 0.51 13 0.06 0.77 43.7

4 3.00 DS - - - 2 37 31 30 56 30 26 - - - CH - - - - - - - -

5 4.50 SPT - - - 0 56 24 20 24 15 9 - - - SC - - - - > 100 - - -

6 6 00 DS 2 35 30 33 41 31 10 CI6 6.00 DS - - - 2 35 30 33 41 31 10 - - - CI - - - - - - - -

7 7.50 SPT - - - 2 33 31 34 52 24 28 - - - CH - - - - > 100 - - -

8 9.00 DS - - - 1 25 40 34 57 29 28 - - - CH - - - - - - - -

9 10.00 SPT - - - 1 31 38 30 55 27 28 - - - CH - - - - > 100 - - -

ST/01/11/570

Page no.23 of 36

ST/01/11/570

Page no.24 of 36

From To

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

Dark Reddish, fine to coarse grained, sandy clays of highplasticity with little gravels (CH) 0.00 to 0.40 m 0.00 0.00 1.00 DS - - - - - -

0.50 1.00 1.00 1.50 UDS1.00

1.50 1.50 1.50 3.00 SPT 12 23 28 51 - -2.00

2.50

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

4.00

4.50 4.50 4.50 6.00 SPT 39 65 >100 - -5.00 14cm5.50

6.00 6.00 6.00 7.50 CORE - - - - 14.0 -6.50

7.00

7.50 7.50 7.50 9.00 CORE - - - - 25.0 21.08.00

8.50

9.00 9.00 9.00 10.00 CORE - - - - 57.0 21.09.50

10.00 10.00 10.00 10.50 CORE - - - - 23.0 13.0

7.10 to 10.00 m

BORE LOG DATA SHEET

Rot

ary

drill

ing

met

hod

RemarksMethod ofBoring

Depth

Not

atio

nSoil Description

Drill RunN

ot U

sed

KCT Consultancy Services, AhmedabadProject : GETCO

Bore Hole No. : 1

Location : CHARANKA

Depth of Water Table : Encountered at 0.80m depth during investigation

Depth of Termination : 10.0M

m

Depth ofSample

Core Reco-very (%)

RQD (%)

SPT N Value/Penetration of S.S.SC

asin

g

Type ofSample

Reddish, fine to coarse grained, strongly cemented sand andclays of high plasticity mud stone

Reddish, fine to medium grained, sandy clays of intermediateplasticity with occational gravels (CI) 0.40 to 2.30 m

Reddish, fine to medium grained, clayey sand with occationalgravels (SC) 2.30 to 3.70 m

Yellowish brown and greyish, fine to coarse grained, clayeysand with some gravels (SC) 3.70 to 5.40 m

Dark brownish and greyish, fine to medium grained, moderatelycemented sandy clays and mud stone 5.40m to 7.10m

water table encountered at 0.80m depth during investigation

ST/01/11/570

Page no.25 of 36

From Tom m m N 1 N 2 N 3 N

0.00Reddish, fine to medium grained, clayey sand with occationalgravels (SC) 0.00 to 0.20 m 0.00 0.00 1.00 DS - - - - - -

0.501.00 1.00 1.00 1.50 UDS1.50 1.50 1.50 2.00 SPT 39 62 28 >100 - -2.00 2.00 2.00 3.00 UDS 10cm2.503.00 3.00 3.00 4.50 DS - - - - - -3.504.004.50 0.40 to 6.80 m 4.50 4.50 6.00 SPT 35 56 24 >100 - -5.00 14cm5.50

6.00 6.00 6.00 7.50 DS - - - - - -6.507.007.50 7.50 7.50 9.00 SPT 40 54 17 >100 - -8.00 5cm8.509.00 9.00 9.00 10.00 DS - - - - - -9.5010.00 10.00 10.00 10.35 SPT 37 53 16 >100

8.20 to 10.00 m 5cm


Bore Hole No. : 2Location : CHARANKA

Depth of Termination : 10.0MDepth of Water Table : Encountered at 1.80m depth during investigation

BORE LOG DATA SHEET

Method ofBoring

DepthC

asin

g

Not

atio

n

Soil DescriptionDepth ofSample

Drill Run

Rot

ary

drill

ing

met

hod

Not

Use

dType ofSample

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

RQD (%)

Dark brownish, fine to medium grained, clayey sand withoccational gravels (SC)

Brownish, fine to medium grained, clayey sand with occationalgravels (SC) 6.80 to 8.20 m

Dark Reddish brown, fine to medium grained, silty sand withlittle plastic fines and occational gravels (SM) 5.30 to 6.80 m

Reddish brown, fine to medium grained, clayey sand with littlegravels (SC)

Remarks

m


ST/01/11/570

Page no.26 of 36


0.00 Reddish brown, fine to very fine grained, clayey sand withoccational gravels (SC) 0.00 to 0.30 m 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 4.50 SPT 35 42 >100 - -3.50 6cm4.004.50 4.50 4.50 6.00 DS - - - - - -5.005.506.00 0.30 to 6.80 m 6.00 6.00 7.50 SPT 41 46 >100 - -6.50 14cm7.007.50 7.50 7.50 9.00 DS - - - - - -8.008.509.00 9.00 9.00 10.00 SPT 39 55 - >100 - -9.50 2cm10.00 10.00 10.00 10.12 DS - - - - - -

8.00 to 10.00 m




BORE LOG DATA SHEET

Method ofBoring

DepthC

asin

g

Not

atio

n


Drill RunType ofSample


RQD (%) Remarks

m

Rot

ary

drill

ing

met

hod

Not

Use

d

Reddish brown, fine to medium grained, clayey sand withoccational gravels (SC) 6.80 to 8.00 m

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

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


ST/01/11/570

Page no.27 of 36


0.00Reddish, fine to medium grained, sandy clays of intermediateplasticity with occational gravels (CI) 0.00 to 0.60 m 0.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 2.00 SPT 22 55 >100 - -2.00 2.00 2.00 3.00 UDS 15cm 1cm2.503.00 3.00 3.00 4.50 DS - - - - - -3.504.004.50 4.50 4.50 6.00 SPT 85 - - >100 - -5.00 14cm5.506.00 6.00 6.00 7.50 DS - - - - - -6.507.007.50 7.50 7.50 9.00 SPT 81 - - >100 - -8.00 9cm8.509.00 9.00 9.00 10.00 DS - - - - - -9.5010.00

5.50 to 10.00 m

Reddish brown, fine to coarse grained, clayey sand with littlegravels (SC) 2.90 to 4.20 m

Yellowish and greyish, fine to medium grained, clayey sand withoccational gravels (SC) 4.20 to 5.50 m

Brownish red, fine to coarse grained, clayey sand with littlegravels (SC)

Remarksm

Rot

ary

drill

ing

met

hod

Not

Use

dType ofSample


RQD (%)

Dark brownish and reddish, fine to medium grained, clayeysand with occational gravels (SC) 0.60 to 2.90 m

Depth of Water Table : Encountered at 1.80m depth during investigationBORE LOG DATA SHEET

Method ofBoring

DepthC

asin

g

Not

atio

n


Drill Run

Location : CHARANKADepth of Termination : 10.0M


Bore Hole No. : 4


ST/01/11/570

Page no.28 of 36


0.00Dark brownish, fine to medium grained, filled up clayey sandwith some debries and road concrete 0.00 to 0.60 m 0.00 0.00 1.50 DS - - - - - -

0.501.00 1.00 1.00 1.50 UDS1.50 1.50 1.50 3.00 SPT 25 35 39 74 - -2.002.503.00 3.00 3.00 4.50 DS - - - - - -3.504.004.50 4.50 4.50 6.00 SPT 81 - - >100 - -5.00 13cm5.506.00 6.00 6.00 7.50 DS - - - - - -6.507.007.50 7.50 7.50 9.00 CORE - - - - 22.2 -8.008.509.00 9.00 9.00 10.00 CORE - - - - 52.6 24.09.5010.00 10.00 10.00 10.45 CORE - - - - 41.0 26.0

7.00 to 10.00 m

Rot

ary

drill

ing

met

hod

Not

Use

d

Dark brownish, fine to medium grained, clayey sand withoccational gravels (SC) 0.60 to 2.50 m

Brownish grey, fine to coarse grained, clayey sand withoccational gravels (SC) 2.50 to 5.60 m

Reddish, fine to coarse grained, clayey sand with occationalgravels (SC) 5.60 to 7.00 m

Dark brownish and slightly greyish, fine to medium grained,highly weathered, weak to moderately weak and fractured rockmass


Method ofBoring

DepthC

asin

g

Not

atio

n

Remarksm

Type ofSampleSoil Description

Depth ofSample

Drill Run



RQD (%)


Bore Hole No. : 5


ST/01/11/570

Page no.29 of 36


0.00 Dark brownish, fine to medium grained, clayey sand withoccational gravels (SC) 0.00 to 0.30 m 0.00 0.00 1.50 DS - - - - - -

0.501.00 1.00 1.00 1.50 UDS1.50 1.50 1.50 3.00 SPT 35 36 38 74 - -2.002.503.00 3.00 3.00 4.50 DS - - - - - -3.50 0.30 to 4.00 m4.004.50 4.50 4.50 6.00 SPT 81 - - >100 - -5.00 14cm5.506.00 6.00 6.00 7.50 DS - - - - - -6.507.007.50 7.50 7.50 9.00 CORE - - - - 10.6 10.08.008.509.00 9.00 9.00 10.00 CORE - - - - 40.9 31.09.5010.00 10.00 10.00 10.20 CORE - - - - 35.7 13.0

6.50M TO 10.0M

Rot

ary

drill

ing

met

hod

Not

Use

d

Reddish and brownish, fine to medium grained, clayey sandwith occational gravels (SC)

Blackish grey, fine to medium grained, clayey sand with littlegravels (SC) 4.00 to 6.50 m

Blackish and brownish grey, medium grained, moderatelyweathered, moderately weak to moderately strong and fracturedrock mass


Method ofBoring

DepthC

asin

g

Not

atio

n

Remarksm


Depth ofSample

Drill Run



RQD (%)


Bore Hole No. : 6


ST/01/11/570

Page no.30 of 36


0.00Dark brownish, fine to very fine grained, silty clays of highplasticity with occational gravels (CH) 0.00 to 0.40 m 0.00 0.00 1.00 DS - - - - - -

0.50 1.00 1.00 1.50 UDS1.001.50 1.50 1.50 3.00 SPT 20 35 37 72 - -2.00 2.00 2.00 3.00 UDS2.503.00 3.00 3.00 4.50 DS - - - - - -3.504.004.50 4.50 4.50 6.00 SPT 81 - - >100 - -5.00 13cm5.50 0.40 to 6.20 m6.00 6.00 6.00 7.50 DS - - - - - -6.507.007.50 7.50 7.50 9.00 SPT 85 - - >100 - -8.00 13cm8.509.00 6.20 to 9.50m 9.00 9.00 10.00 DS - - - - - -9.5010.00 10.00 10.00 10.12 SPT 80 - - >100 - -

9.50 to 10.00 m 12cm

Rot

ary

drill

ing

met

hod

Not

Use

d

Reddish, fine to medium grained, clayey sand with occationalgravels (SC)

Reddish, fine to very fine grained, sandy clays of high plasticitywith little gravels (CH)

Greyish, fine to coarse grained, sandy clays of high plasticitywith little gravels (CH)

BORE LOG DATA SHEET

Method ofBoring

DepthC

asin

g

Not

atio

n

Soil Description Remarksm

Type ofSample

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

Drill Run


Core Reco-very (%)

RQD (%)

Depth of Water Table : Encountered at 1.60m depth during investigation

KCT Consultancy Services, AhmedabadProject :GETCO

Bore Hole No. : 7


)

ST/01/11/570

Page no.31 of 36


0.00 Reddish brown and slightly yellowish, fine to very fine grained,sandy clays of high plasticity with occational gravels (CH) 0.00 to 0.70 m

0.00 0.00 1.50 DS - - - - - -

0.501.00 1.00 1.00 1.50 UDS1.50 1.50 1.50 2.50 SPT 14 30 55 >100 - -2.00 2cm2.50 2.50 2.50 3.00 UDS3.00 3.00 3.00 4.50 DS - - - - - -3.504.004.50 4.50 4.50 6.00 SPT 70 - - >100 - -5.00 13cm5.506.00 6.00 6.00 7.50 DS - - - - - -6.507.007.50 7.50 7.50 9.00 SPT 70 - - >100 - -8.00 11cm8.50 5.60 to 9.20 m9.00 9.00 9.00 10.00 DS - - - - - -9.5010.00 10.00 10.00 10.10 SPT 75 - - >100 - -

9.20 to 10.00 m 10cm

Rot

ary

drill

ing

met

hod

Not

Use

d

Reddish and brownish, fine to coarse grained, clayey sand withoccational gravels (SC) 0.70 to 2.50 m

Yellowish brown and greyish, fine to medium grained, clayeysand with occational gravels (SC) 2.50 to 5.60 m

Reddish brown, fine to coarse grained, clayey sand withoccational gravels (SC)

Reddish brown, fine to medium grained, sandy clays of highplasticity with occational gravels (CH)


Method ofBoring

DepthC

asin

g

Not

atio

n

Remarksm


Depth ofSample

Drill Run



RQD (%)

Project :GETCOBore Hole No. : 8



ST/01/11/570

Page no.32 of 36


0.00Reddish brown, fine to very fine grained, sandy clays of highplasticity with occational gravels (CH) 0.00 to 0.40 m 0.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 2.00 SPT 35 46 - >100 - -2.00 2.00 2.00 3.00 UDS 12cm2.503.00 3.00 3.00 4.50 DS - - - - - -3.504.004.50 4.50 4.50 6.00 SPT 82 25 - >100 - -5.00 2.60 to 5.50 m 3cm5.506.00 6.00 6.00 7.50 DS - - - - - -6.507.007.50 7.50 7.50 9.00 SPT 81 - - >100 - -8.00 13cm8.509.00 9.00 9.00 10.00 DS - - - - - -9.5010.00 10.00 10.00 10.12 SPT 85 - - >100 - -

5.50 to 10.00 m 12cm


Bore Hole No. : 9

Depth ofSample

Drill Run


Core Reco-very (%)

RQD (%)


Method ofBoring

DepthC

asin

g

Not

atio

n

Soil Description Remarksm

Type ofSample

SPT N Value/Penetration of S.S.S

Rot

ary

drill

ing

met

hod

Not

Use

d

Dark brownish, fine to medium grained, sandy clays of highplasticity with occational gravels (CH)

Reddish, fine to medium grained, clayey sand with occationalgravels (SC)

Reddish , fine to medium grained, clayey sand with little gravels(SC) 0.40 to 2.60 m


ST/01/11/570

Page no.33 of 36


0.00Dark brownish and reddish, fine to medium grained, silty claysof high plasticity with occational gravels (CH) 0.00 to 0.35 m 0.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 2.00 SPT 36 64 18 >100 - -2.00 2.00 2.00 3.00 UDS 7cm2.503.00 3.00 3.00 4.50 DS - - - - - -3.504.004.50 4.50 4.50 6.00 SPT 81 - - >100 - -5.00 12cm5.506.00 6.00 6.00 7.50 DS - - - - - -6.50 0.35 to 7.40 m7.007.50 7.50 7.50 9.00 SPT 81 - - >100 - -8.00 10cm8.509.00 9.00 9.00 10.00 DS - - - - - -9.5010.00 10.00 10.00 10.10 SPT 85 - - >100 - -

7.40 to 10.00 m 10cm


Bore Hole No. : 10


Method ofBoring


DepthC

asin

g

Not

atio

n

Soil Description

Dark brownish, fine to very fine grained, sandy clays of highplasticity with occational gravels (CH)

Brownish and greyish, fine to medium grained, sandy clays ofhigh plasticity with occational gravels (CH)

Type ofSample

SPT N Value/Penetration of S.S.SDrill Run

RQD (%)

Core Reco-very (%)

Depth ofSample Remarks

m

Rot

ary

drill

ing

met

hod

Not

Use

d


ST/01/11/570

Page no.34 of 36


0.00Reddish brown, fine to medium grained, sandy clays of highplasticity with occational gravels (CH) 0.00 to 0.20 m 0.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 2.00 SPT 39 55 - >100 - -2.00 2.00 2.00 3.00 UDS 2cm2.503.00 3.00 3.00 4.50 CORE - - - - 31.7 -3.504.004.50 2.50 to 5.00 m 4.50 4.50 6.00 CORE - - - - 40.5 12.45.005.506.00 6.00 6.00 7.50 SPT 15 16 20 36 - -6.507.007.50 7.50 7.50 9.00 CORE - - - - - -8.008.509.00 9.00 9.00 10.00 CORE - - - - - -9.5010.00

5.00 to 10.00 m

RQD (%)


m

Bore Hole No. : 11

Depth ofSample

Drill Run


Core Reco-very (%)

Reddish, medium grained, strongly cemented sand, silts andclay mud stonge


Method ofBoring

DepthC

asin

g

Not

atio

n

Soil Description RemarksType ofSample

SPT N Value/Penetration of S.S.S

Rot

ary

drill

ing

met

hod

Not

Use

d

Greyish, fine to very fine grained, silty clays of high plasticitywith occational gravels (CH) 0.20 to 2.50 m

Greyish, fine grained, moderately weathered, moderately strong,pebbles and gravels size interlocking rock fratments with infilledclays


ST/01/11/570

Page no.35 of 36


0.00 Reddish brown, fine to very fine grained, silty clays of highplasticity with occational gravels (CH) 0.00 to 0.30 m 0.00 0.00 1.50 DS - - - - - -

0.501.001.50 1.50 1.50 2.00 SPT 20 27 31 58 - -2.00 2.00 2.00 3.00 UDS2.50

3.00 3.00 3.00 4.50 DS - - - - - -3.504.004.50 4.50 4.50 6.00 SPT 85 - - >100 - -5.00 14cm5.50

6.00 6.00 6.00 7.50 DS - - - - - -6.507.007.50 7.50 7.50 9.00 SPT 81 - - >100 - -8.00 13cm8.509.00 9.00 9.00 10.00 DS - - - - - -9.5010.00 10.00 10.00 10.09 SPT 85 - - >100 - -

6.50 to 10.00 m 9cm




BORE LOG DATA SHEET

Method ofBoring

DepthC

asin

g

Not

atio

n


Drill RunType ofSample


RQD (%) Remarks

m

Rot

ary

drill

ing

met

hod

Not

Use

d

Reddish brown, fine to medium grained, sandy clays ofintermediate plasticity with occational gravels (CI) 5.20 to 6.50m

Reddish brown, fine to medium grained, cemented clayey sandwith occational gravels (SC) 3.40 to 5.20 m

Greyish, fine to medium grained, strongl cemented, silty clayand some sand mud stone 2.80m to 3.40

Reddish brown, fine to very fine grained, silty clays of highplasticity with occational gravels and some fine sand (CH) 0.30 to 2.80 m

Greyish, fine to medium grained, sandy clays of high plasticitywith occational gravels (CH)


ST/01/11/570

Page no.36 of 36

Documents

GETCO - guvnl.com · Rock is completely fractured to thinly bedded and at places lenses of cobbles and boulder size interlocking rock fragments mixed with soil are also seen. 3.3