Bhadhla report geotechnical layout contour survey

DISCLAIMER The data(s) & information(s) have been provided for the purpose of information only. The data(s)/ information(s) provided are tentative in nature. However bidders in their own interest are advised to ensure correctness /accuracy / reliability/ completeness of these data(s)/ information(s), before participating in the Bid. The data(s)/ & information(s) provided in good faith, neither the RREC(Procurer) or their employees or advisors make any representations or warranty, express or implied , or accept any responsibility or liability , whatsoever , in respect of any statements or omissions herein , or the accuracy ,completeness or reliability of information, and shall incur no liability under any law, stratute, rules or regulations as the accuracy, reliability or completeness of the data(s) / information(s) provided, even if any loss or damage is caused by any act or omission on their part.

RAJASTHAN RENEWABLE ENERGY

CORPORATION LIMITED

TECHNICAL REPORT

FOR

GEOTECHNICAL INVESTIGATION

FOR

PROPOSED STRUCTURE OF PHOTOVOLTAIC SOLAR

POWER PLANT AT SOLAR PARK OF RREC AT VILLAGE BHADLA, DI. JODHPUR

BY:

DR.K.C.THAKER B.E.(CIVIL) ; M.TECH (S.M.); (I.I.T, BOMBAY) Ph.D.(I.I.T., BOMBAY);F.I.E.(INDIA); F.I.G.S.

K.K.THAKER B.E. (CIVIL) GOLD MEDALIST; M.E (GEOTECH) M.B.A.(FINANCE);M.I.E(INDIA); M.I.G.S; M.G.I.C.E.A.

K.C.T. Consultancy Services OFFICE :

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,

FEBRUARY-2011

ST/02/11/776

1.0 Project Description

This preliminary report summarizes the geotechnical investigation performed by KCT

Consultancy Services for the proposed solar power plant park, of RREC is considering

building near village Bhadla, Jodhpur, Rajasthan. The project consists of a proposed solar

plant, including photovoltaic (PV) panels, transformers and control room. The following table

of loads and settlement criteria for project features was considered for this investigation.

Maximum settlement (mm) Structure / Foundation

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 of 0.25 T 0.45 m diameter 25 NA

PV Panel Support Pier Lateral Load of 1 T 0.45m diameter 25 NA

PV Panel Support Pier Moment of 0.5 t-m 0.45m diameter 25 NA

2.0 Field Exploration and Laboratory Testing

Total of 25 nos. of 6m test borings were carried out using rotary drilling method at the site.

The locations of the borings were selected spread over the entire area. The borings were

advanced following IS 1892. Boring logs are appended in fig 2 to 26.

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. Undisturbed rock samples were collected in form of rock cores.

Undisturbed samples were collected continuously during drilling. The samples were

numbered and marked with the drill depth and drilling direction. Samples were packed in

core boxes and transported to the laboratory within 7 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.

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2.1.4 Geophysical Survey

In all geophysical surveys, Electrical Resistivity method is best and reliable to know

geological formation of the the area. All geological formations possess properties called

electrical resistivity when the current flows through them. Resistivity thus is defined as the

resistance offered by a unit cube of material to direct current flowing through it in a direction

perpendicular to two of its opposite faces. The numerical value of the resistivity is expressed

in ohm. m in general. Thus the electrical resistivity is principally based on the study of

resistance offered by the sub-surface formation to the flow of current. The study in turns

helps in evaluation of the characteristic of the sub surface layers in terms of electrical

resistivity. Vertical electrical soundings (VES) have been conducted by using resistivity

meter of I G I S make direct current in deployed during survey. Two metal stakes called

current electrodes into the sub surface transmit the current and the potential response is

observed by means two copper electrodes called potential electrodes.

Apparent resistivity is calculated from the equation:-

ρ = 2πSR

K = 2πS = Geometric factor for electrode spacing (winner method)

R = Resistance in Ohms

S = Spacing between adjacent electrodes in (m)

ρ = Resistivity in ohm.m.

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.

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

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3.0 Site Surface and Geologic Conditions

3.1 Regional Geologic Conditions

A large tract of western and northwestern Rajasthan and Sindh, 640 km long and 160 km

wide, constitutes the “Thar Desert” (Krishnan, 1986). The origin of the Thar Desert is

attributed to a long, continued and extreme degree of aridity of the region, combined with the

sand drifting action of the south-west monsoon winds which sweep through Rajasthan for

several months of the year without precipitating any part of their contained moisture. In

general, the sands are poorly graded with an insignificant proportion of coarse and medium

sized sand grains.

3.2 Local Geologic Setting

The project site is located at elevations ranging between approximately 168 to 185 m above

mean sea level. The area is a nearly flat, shallow, south - east to north - west sloping

surface. As shown in the borings logs, soil encountered during our subsurface investigation

generally consisted of four generalized strata as given below:

Stratum-I : Fine sand & silty fine sand , upto 0 to 3 m

Stratum II : Cemented fine sand, between 3 to 6 m

3.3 Groundwater Conditions

Groundwater was not encountered up to 6 m depth during our subsurface investigation.

3.4 Geologic Hazards

3.4.1 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

investigation and published data and it can be concluded that there is little to no potential for

landslides, subsidence, fault surface rupture, liquefaction, and seismic settlement. There is

no potential for flooding and erosion. Further, poor soil conditions may exist in form of

collapsible soil pockets 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.

3.4.2 Landslides

The proposed project lies in the relatively flat-lying Plain, where landslides would not be

expected to occur. Therefore, landslides are not anticipated to pose a hazard to the

proposed project.

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3.4.3 Flooding and Erosion

Flooding and the consequent erosion associated with flooding are those hazards that are the

result of concentrated flow of storm water during rains. Based on both our review of

published maps and on observations during our site work, site topography is relatively flat,

void of significant drainages or collection areas, and inclined gently toward the northeast at

average gradients. The expected rainfall in the area is very low, therefore, the potential for

flooding and erosion within the southern portion of the site is considered to be very

low.

3.4.4 Subsidence

The extraction of water or petroleum from sedimentary source rocks can cause the

permanent collapse of the pore space previously occupied by the removed fluid. The

compaction of subsurface sediments by fluid withdrawal will cause subsidence of the ground

surface overlying a pumped reservoir. If the volume of water or petroleum removed is

sufficiently great, the amount of resulting subsidence may be sufficient to damage nearby

engineered structures.

Significant quantities of water or petroleum are not being extracted beneath the area

occupied by the site. Subsidence is therefore not anticipated to pose a significant hazard

to the project site, barring such extraction in the future.

3.4.5 Poor Soil Conditions (Expansive, Collapsible, or 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 such expansive soils were not encountered in the near

surface during our subsurface investigation.

Collapsible soils are those that undergo settlement upon wetting, even without the

application of additional load. The process of collapse with the addition of water is known as

hydro-compaction. Hydro-compaction occurs when water weakens or destroys the bonds

between soil particles and severely reduces the bearing capacity of the soil. Typical

collapsible soils are lightly colored, are low in plasticity and have relatively low densities.

Collapsible soils are typically associated with alluvial fans, windblown materials, or

colluvium. There is some potential for collapsible soils. The potential for collapsible

soils would need to be addressed during the design phase of the project and if

collapsible soils are found to occur at the site, mitigation measures may be necessary

to reduce or eliminate the hazard.

Alam Singh et al. (1985) classify dune sand as a meta-stable or collapsible soil that goes

through radical re-arrangement of particles and loss in volume upon wetting with or without

load application. The SPT values and relative density of the soil are a function of the

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overburden. Thus, higher the overburden pressure, the lower is the relative density for the

same SPT value. Table 1 presents SPT values for stable and unstable dunes.

Table - SPT N-Values for Stable and Unstable Dunes (Source : Alam Singh et al, 1985)

N – Value Depth (m) Condition

Stable Dune Unstable Dune

1.0 Dry 8 – 12 5 – 7

2.0 Dry 10 – 17 7 – 13

3.0 Dry 12 – 25 9 – 15

4.0 Dry 16 – 35 14 – 15

1.0 Submerged - 1 – 2

2.0 Submerged - 3 – 4

Dune sands have low bearing capacities. The traditional and standard methods of

computation of soil bearing capacity and settlement tend to over-predict the soil bearing

capacity. This is because dune sands have a collapsible soil structure and are highly

compressible. Settlement of these soils is higher than that for other soils with similar

engineering characteristics. The behavior of dune sands is not governed by the normal laws

of soil-water relationship. SPT values decrease on addition of water. Settlement also occurs

on contact with water even without application of load. It has been observed that in loose

desert sands of Rajasthan, the total settlement due to rise in water table is much larger than

twice the initial settlement.

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 = 7.5 – 7.9), are slightly

corrosive to uncoated steel, and are very slightly corrosive to concrete materials. On

the basis of this information, there is a potential for site soils to be slightly corrosive to

metallic and concrete building materials. Soil can be classified in Class 1 as per the table no.

4 of IS: 456, 2000. Ordinary Portland cement or Portland pozollana cement shall be used for

all buried RCC structural members. The concrete shall be designed for moderate to severe

exposure condition (as the site is very remote) as suggested in Table no. 3 of IS: 456, 2000.

The minimum cement content shall not be less than 320 kg / m3 and the W/C shall not be

more than 0.50. Clear cover to the reinforcement shall be adequate enough.

3.4.6 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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3.4.7 Strong Ground Motion

The site is located within a seismically active region (Zone 3) that is historic seismicity.

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.

3.4.8 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 nil. This is due to the dense,

finer-grained, sand without water table.

4.0 Results

1) The location plan of Borehole is given in fig No.1 2) The bore log details of Bore hole are shown in fig No. 2 to 26 3) The permeability test result is given in table no.1 4) The Laboratory test results of Bore hole are appended in table no. 2 and 25 5) The electrical test results are given in fig no. 27 to 32

5.0 Conclusions and Recommendations

5.1 General

Based on the results of geotechnical investigation, the site appears suitable,

from a geotechnical standpoint for the proposed development of a solar plant.

5.2 Foundations

5.2.1 The loads and settlement criteria for PV panel support structures, transformers and

control room; are tabulated in Section 1.0. It is recommended to provide shallow

spread footings to support the transformers and control room and the PV panel

support structures.

It is recommended that the base of the shallow spread footings be embedded at least

2.0 m below the overlying ground into stable dune.

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5.2.2 The coefficient of vertical subgrade reaction is estimated as 15 kg per cubic cm

based on the estimated material characteristics (Ref : Terzagi (1955)). These values

assume that the material is not saturated; if the material were saturated the

coefficient of subgrade reaction would be less and of the order of 9.6 kg per cubic

cm. For spread footings 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).

5.3 Earthwork

5.3.1 Project will consist of excavation for the foundations for the Buildings or wherever

spread footings are used. Trenches for buried electrical cables are also planned.

Side slope in excavation may remain vertical only for short duration during

construction and therefore side slope of 1V:2H shall be provided. Suitable

arrangement like shoring and strutting may be provided for deeper excavation.

5.3.2 The materials that will be excavated are mainly sand. The sands should be suitable

for reuse in fills that will be overlain by project facilities. The fill material for use in the

fill placed beneath the shallow foundations or in plinth of structures or in sub grade

filling for embankment of road, shall consist of sand excavated from the project site.

K K Thaker Prof. K C Thaker

ME (Geotech); MBA (Finance) M Tech; 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 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.36 1.18 1.18 1.00 1.00 1.00 1.61 0.81 1.00 1.00 12

2 2.00 2.00 2.00 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.27 1.14 1.14 1.00 1.00 1.00 1.61 0.81 1.00 1.00 12

3 2.50 2.50 2.00 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.22 1.11 1.11 1.00 1.00 1.00 1.61 0.81 1.00 1.00 13

4 3.00 3.00 2.00 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.18 1.09 1.09 1.00 1.00 1.00 1.61 0.81 1.00 1.00 13

5 1.50 1.50 2.50 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.45 1.23 1.23 1.00 1.00 1.00 1.61 0.81 1.00 1.00 15

6 2.00 2.00 2.50 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.34 1.17 1.17 1.00 1.00 1.00 1.61 0.81 1.00 1.00 15

7 2.50 2.50 2.50 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.27 1.14 1.14 1.00 1.00 1.00 1.61 0.81 1.00 1.00 16

8 3.00 3.00 2.50 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.23 1.11 1.11 1.00 1.00 1.00 1.61 0.81 1.00 1.00 16

9 1.50 1.50 3.00 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.54 1.27 1.27 1.00 1.00 1.00 1.61 0.81 1.00 1.00 18

10 2.00 2.00 3.00 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.41 1.20 1.20 1.00 1.00 1.00 1.61 0.81 1.00 1.00 18

11 2.50 2.50 3.00 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.33 1.16 1.16 1.00 1.00 1.00 1.61 0.81 1.00 1.00 18

12 3.00 3.00 3.00 0.00 25 14.49 5.27 5.39 1.30 1.20 0.80 1.27 1.14 1.14 1.00 1.00 1.00 1.61 0.81 1.00 1.00 19

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 structures of Photovoltaic Solar Power Plant at Solar Park of RREC at village Bhadla, Jodhpur

For Isolated Square Footing

Project :

Depth Factors Inclination Factors Unit Weight Safe Bearing Capacity

Size of Foundation Shear Parameter

1) Factor of safety is 2.5

2) Depth of foundation shall be from E G L

Depth of Foundation

Water Table Correction

Bearing Capacity Factors Shape Factors

Note :-

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Sr. No.

1

2

3

4

5

6

7

8

9

10

11

12

Width of Footing B

m

1.50

2.00

2.50

3.00

1.50

2.00

2.50

3.00

1.50

2.00

2.50

3.00

Net Intensity ofPressure qnet

T / m2

12

12

13

13

15

15

16

16

18

18

18

19

Shape & Rigidfactor Cd

1.05

1.05

1.05

1.05

1.05

1.05

1.05

1.05

1.05

1.05

1.05

1.05

Poisson's Ratio μ

0.35

0.35

0.35

0.35

0.35

0.35

0.35

0.35

0.35

0.35

0.35

0.35

Modulus ofElasticity of Soil E

Kg / cm2

149.5

149.5

149.5

149.5

149.5

149.5

149.5

149.5

149.5

149.5

0.73

0.73

149.5

149.5

Correction for depth

0.73

0.73

0.73

0.75

0.73

0.73

0.73

0.73

KCT Consultancy Services, Ahmedabad

Calculation of Immediate Settlement as per IS : 8009

Si = Cd qnet B { ( 1 - μ 2 ) / E }

Project:- Proposed structures of Photovoltaic Solar Power Plant at Solar Park of RREC at village Bhadla, Jodhpur

0.76

0.80

15.1

19.8

Immediate Settlement Si

mm

8.2

11.2

25.1

16.2

20.5

10.2

13.6

17.4

22.3

12.3

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NOTATIONS C Cohesion φ Angle of internal f r ict ion of soi l DS Disturbed Sample UDS Undisturbed Sample NMC Natural Moisture Content NP Non Plast ic Soi ls G Speci f ic Gravi ty G Gravel Content M Si l t Content S Sand Content C Clay Content LL L iquid Limit PL P last ic Limi t PI P last ic i ty Index Cc Compression Index K Coef f 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 Bear ing Capacity Factor Sc,Sq,Sγ Shape Factors γ Density of Soi l D Depth of foundat ion FS Factor of Safety Cv Coef f ic ient of consol idat ion UU Unconsol idated undrained t r iaxial test CU Consol idated undrained tr iaxial test CD Consol idated drained tr 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 Poor ly 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 S i 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 – 4 3.00

0.66 x 10- 2

2.

BH – 5 3.00

0.62 x 10- 2

3.

BH – 6 3.00

0.64 x 10- 2

4.

BH – 7 3.00

0.65 x 10- 2

5.

BH – 8 3.00

0.62 x 10- 2

6.

BH – 16 3.00

0.67 x 10- 2

7.

BH – 17 3.00

0.66 x 10- 2

8.

BH – 18 3.00

0.62 x 10- 2

9.

BH – 20 3.00

0.66 x 10- 2

10.

BH – 23 3.00

0.62 x 10- 2

K.K.Thaker

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1

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

1 0.00 DS - 3.09 - 0 83 15 2 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 0 83 14 3 NP NP NP - - - SM - - - - 11 - - -

3 3.00 SPT - - - 0 81 15 4 NP NP NP - - - - - - - > 100 - - -

4 4.50 UDS 1.70 3.17 2.65 0 83 15 2 NP NP NP - - - - 36 - - - - 0.61 37.9

5 6.00 UDS 1.73 3.18 2.64 0 86 12 2 NP NP NP - - - - 38 - - - - 0.57 36.4

Cemented Sand

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KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST


Grain Size AnalysisField Density

Natural Moisture Content

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BH No. :-

Depth

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2


1 0.00 DS - 5.19 - 0 83 15 2 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 1 82 15 2 NP NP NP - - - SM - - - - 14 - - -

3 3.00 DS - - - 0 87 10 3 NP NP NP - - - - - - - - - - -

4 4.50 SPT - - - 0 84 13 3 NP NP NP - - - - - - - > 100 - - -

5 6.00 UDS 1.76 5.32 2.64 0 83 15 2 NP NP NP - - - - 37 - - - - 0.58 36.7

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San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.14 of 73

3


1 0.00 DS - - - 1 83 13 3 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 1 81 15 3 NP NP NP - - - SM - - - - 12 - - -

3 3.00 DS - - - 0 84 14 2 NP NP NP - - - - - - - - - - -

4 4.50 SPT - - - 0 83 13 4 NP NP NP - - - - - - - > 100 - - -

5 6.00 UDS 1.74 3.97 2.67 0 83 14 3 NP NP NP - - - - 36 - - - - 0.60 37.3

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

atio

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.15 of 73

4


1 0.00 DS - - - 0 83 15 2 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 0 86 12 2 NP NP NP - - - SM - - - - 13 - - -

3 3.00 UDS 1.65 3.97 2.62 0 83 15 2 NP NP NP - - - SM - 28 - - - - 0.65 39.4

4 4.50 SPT - - - 0 84 14 2 NP NP NP - - - SM - - - - 22 - - -

5 6.00 UDS 1.74 4.05 2.63 0 87 10 3 NP NP NP - - - SM - 32 - - - - 0.57 36.5

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

atio

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.16 of 73

5


1 0.00 DS - - - 2 82 13 3 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 0 83 15 2 NP NP NP - - - SM - - - - 14 - - -

3 3.00 UDS 1.68 5.51 2.65 0 85 12 3 NP NP NP - - - SM - 30 - - - - 0.66 39.8

4 4.50 SPT - - - 0 87 10 3 NP NP NP - - - - - - - > 100 - - -

5 6.00 UDS 1.79 5.58 2.64 0 84 14 2 NP NP NP - - - - - - - - - 0.56 35.7

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

atio

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.17 of 73

6


1 0.00 DS - - - 0 85 12 3 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 1 83 12 4 NP NP NP - - - SM - - - - 11 - - -

3 3.00 UDS 1.66 3.96 2.63 0 83 13 4 NP NP NP - - - SM - 28 - - - - 0.65 39.4

4 4.50 SPT - - - 2 83 13 2 NP NP NP - - - SM - - - - 19 - - -

5 6.00 DS - - - 0 83 15 2 NP NP NP - - - SM - - - - - - - -

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

atio

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.18 of 73

7


1 0.00 DS - - - 2 82 13 3 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 1 82 15 2 NP NP NP - - - SM - - - - 14 - - -

3 3.00 UDS 1.66 5.54 2.65 0 86 12 2 NP NP NP - - - SM - 27 - - - - 0.68 40.6

4 4.50 SPT - - - 1 86 10 3 NP NP NP - - - - - - - > 100 - - -

5 6.00 UDS 1.76 5.67 2.64 1 83 12 4 NP NP NP - - - - 36 - - - - 0.58 36.9

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.19 of 73

8


1 0.00 DS - - - 0 83 14 3 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 2 80 15 3 NP NP NP - - - SM - - - - 13 - - -

3 3.00 UDS 1.68 3.88 2.63 2 86 10 2 NP NP NP - - - SM - 28 - - - - 0.63 38.5

4 4.50 SPT - - - 2 80 14 4 NP NP NP - - - - - - - > 100 - - -

5 6.00 UDS 1.75 3.96 2.66 2 84 12 2 NP NP NP - - - - 35 - - - - 0.58 36.6

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.20 of 73

9


1 0.00 DS - - - 2 81 15 2 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 1 86 10 3 NP NP NP - - - SM - - - - 15 - - -

3 3.00 UDS 1.70 5.90 2.64 1 82 14 3 NP NP NP - - - SM - 31 - - - - 0.64 39.1

4 4.50 SPT - - - 0 83 15 2 NP NP NP - - - - - - - 47 - - -

5 6.00 UDS 1.77 5.96 2.66 0 85 12 3 NP NP NP - - - - 34 - - - - 0.59 37.1

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.21 of 73

10


1 0.00 DS - - - 2 83 13 2 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 2 81 13 4 NP NP NP - - - SM - - - - 16 - - -

3 3.00 DS - - - 0 83 13 4 NP NP NP - - - - - - - - - - -

4 4.50 SPT - - - 2 84 10 4 NP NP NP - - - - - - - 66 - - -

5 6.00 DS - - - 1 87 10 2 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.22 of 73

11


1 0.00 DS - - - 0 84 13 3 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 15 71 12 2 NP NP NP - - - SM - - - - 18 - - -

3 3.00 UDS 1.79 2.46 2.66 0 83 14 3 NP NP NP - - - - 38 - - - - 0.52 34.2

4 4.50 SPT - - - 1 86 10 3 NP NP NP - - - - - - - > 100 - - -

5 6.00 DS - - - 0 83 14 3 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.23 of 73

12


1 0.00 DS - - - 0 86 12 2 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 4 81 13 2 NP NP NP - - - SM - - - - 16 - - -

3 3.00 DS - - - 0 87 10 3 NP NP NP - - - - - - - - - - -

4 4.50 SPT - - - 2 81 15 2 NP NP NP - - - - - - - > 100 - - -

5 6.00 UDS 1.88 4.93 2.63 1 82 14 3 NP NP NP - - - - 39 - - - - 0.47 31.8

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.24 of 73

13


1 0.00 DS - - - 0 82 14 4 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 2 82 14 2 NP NP NP - - - - - - - 36 - - -

3 3.00 DS - - - 2 81 13 4 NP NP NP - - - - - - - - - - -

4 4.50 SPT - - - 1 84 12 3 NP NP NP - - - - - - - > 100 - - -

5 6.00 UDS 1.86 2.15 2.67 2 84 12 2 NP NP NP - - - - 38 - - - - 0.47 31.8

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.25 of 73

14


1 0.00 DS - - - 2 82 13 3 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 1 83 12 4 NP NP NP - - - SM - - - - 11 - - -

3 3.00 UDS 1.76 2.43 2.64 15 68 15 2 NP NP NP - - - SM - 33 - - - - 0.54 34.9

4 4.50 SPT - - - 0 84 13 3 NP NP NP - - - - - - - 77 - - -

5 6.00 DS - - - 2 81 14 3 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.26 of 73

15


1 0.00 DS - - - 0 85 13 2 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 1 85 10 4 NP NP NP - - - SM - - - - 14 - - -

3 3.00 UDS 1.70 3.48 2.65 14 68 14 4 NP NP NP - - - SM - 32 - - - - 0.61 38.0

4 4.50 SPT - - - 1 83 13 3 NP NP NP - - - - - - - 72 - - -

5 6.00 DS - - - 0 82 15 3 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.27 of 73

16


1 0.00 DS - - - 5 79 12 4 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 4 78 14 4 NP NP NP - - - SM - - - - 14 - - -

3 3.00 UDS 1.68 2.91 2.66 6 76 14 4 NP NP NP - - - SM - 34 - - - - 0.63 38.6

4 4.50 SPT - - - 1 83 14 2 NP NP NP - - - - - - - 80 - - -

5 6.00 DS - - - 1 82 13 4 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.28 of 73

17


1 0.00 DS - - - 0 85 13 2 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 1 82 14 3 NP NP NP - - - SM - - - - 11 - - -

3 3.00 UDS 1.72 3.74 2.65 3 82 13 2 NP NP NP - - - SM - 31 - - - - 0.60 37.4

4 4.50 SPT - - - 1 81 15 3 NP NP NP - - - - - - - 86 - - -

5 6.00 DS - - - 0 84 13 3 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.29 of 73

18


1 0.00 DS - - - 2 81 15 2 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 2 82 12 4 NP NP NP - - - SM - - - - 9 - - -

3 3.00 UDS 1.61 3.81 2.64 4 84 10 2 NP NP NP - - - SM - 25 - - - - 0.70 41.3

4 4.50 SPT - - - 1 84 12 3 NP NP NP - - - - - - - 44 - - -

5 6.00 DS - - - 1 87 10 2 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.30 of 73

19


1 0.00 DS - - - 2 82 13 3 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 0 84 14 2 NP NP NP - - - SM - - - - 11 - - -

3 3.00 UDS 1.67 3.22 2.66 2 83 12 3 NP NP NP - - - SM - 31 - - - - 0.64 39.2

4 4.50 SPT - - - 2 83 12 3 NP NP NP - - - - - - - 60 - - -

5 6.00 DS - - - 2 82 13 3 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.31 of 73

20


1 0.00 DS - - - 1 86 10 3 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 2 81 14 3 NP NP NP - - - SM - - - - 11 - - -

3 3.00 UDS 1.72 3.24 2.65 1 82 15 2 NP NP NP - - - SM - 27 - - - - 0.59 37.1

4 4.50 SPT - - - 2 81 14 3 NP NP NP - - - - - - - > 100 - - -

5 6.00 DS - - - 0 86 12 2 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.32 of 73

21


1 0.00 DS - - - 2 86 10 2 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 10 73 15 2 NP NP NP - - - SM - - - - 9 - - -

3 3.00 UDS 1.63 2.78 2.65 8 75 13 4 NP NP NP - - - SM - 26 - - - - 0.67 40.2

4 4.50 SPT - - - 0 87 10 3 NP NP NP - - - - - - - > 100 - - -

5 6.00 UDS 1.82 3.42 2.75 0 84 14 2 NP NP NP - - - - - - - - - 0.56 36.0

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.33 of 73

22


1 0.00 DS - - - 0 82 14 4 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 13 72 13 2 NP NP NP - - - SM - - - - >100 - - -

3 3.00 DS - - - 1 86 10 3 NP NP NP - - - - - - - - - - -

4 4.50 DS - - - 1 82 13 4 NP NP NP - - - - - - - - - - -

5 6.00 UDS 1.73 2.67 2.69 0 81 15 4 NP NP NP - - - - 40 - - - - 0.60 37.4

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.34 of 73

23


1 0.00 DS - - - 0 86 12 2 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 2 81 14 3 NP NP NP - - - SM - - - - 11 - - -

3 3.00 UDS 1.73 2.13 2.69 0 85 13 2 NP NP NP - - - SM - 28 - - - - 0.59 37.0

4 4.50 SPT - - - 2 85 10 3 NP NP NP - - - - - - - > 100 - - -

5 6.00 DS - - - 1 84 13 2 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.35 of 73

24


1 0.00 DS - - - 2 84 10 4 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 0 83 15 2 NP NP NP - - - - - - - > 100 - - -

3 3.00 DS - - - 2 82 13 3 NP NP NP - - - - - - - - - - -

4 4.50 DS - - - 0 85 13 2 NP NP NP - - - - - - - - - - -

5 6.00 DS - - - 2 82 12 4 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.36 of 73

25


1 0.00 DS - - - 0 83 14 3 NP NP NP - - - SM - - - - - - - -

2 1.50 SPT - - - 1 84 13 2 NP NP NP - - - - - - - > 100 - - -

3 3.00 DS - - - 2 84 12 2 NP NP NP - - - - - - - - - - -

4 4.50 DS - - - 1 80 15 4 NP NP NP - - - - - - - - - - -

5 6.00 DS - - - 0 85 13 2 NP NP NP - - - - - - - - - - -

Cemented Sand

Po

rosi

tySr No

Ro

ck Q

ual

ity

Des

ign

atio

n

C φ

Un

con

fin

ed

Co

mp

ress

ion

T

est

Co

mp

ress

ion

Ind

ex C

C

Fre

e S

wel

l In

dex

Pla

stic

ity

Ind

ex

Sh

rin

kag

e L

imit

SP

T N

Val

ue

Vo

id R

ati

o

Silt

Cla

y

Liq

uid

L

imit

Pla

stic

L

imit

Shear Parameter

Sw

ellin

g

Pre

ssu


So

il C

lass

ific

atio

n

Project :-





Sp

ecif

ic G

ravi

ty

Gra

vel

San

d

Type of Sample

BH No. :-

Depth

ST/02/11/776

Page no.37 of 73

ST/02/11/776

Page no.38 of 73

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 0.00 to 2.20 m 1.50 1.50 3.00 SPT 4 4 7 11 - -

2.00

2.50

3.00 3.00 3.00 4.50 SPT 25 42 50 >100 - -

3.50 6cm

4.00

4.50 4.50 4.50 6.00 CORE - - - - 15.6 -

5.00

5.50

6.00 6.00 6.00 6.30 CORE - - - - 19.2 -

2.20 to 6.00 m

RemarksMethod ofBoring

DepthN

ota

tio

n

Soil Description

Brownish and slightly greyish, fine to very fine grained, siltysand with occational gravels (SM)

Brownish and greyish, fine to medium grained, moderately tostrongly cemented silty sand

m

Location : BHADLA

Depth of Water Table : Not encountered upto depth of investigation

Depth of Termination : 6.0 m

KCT Consultancy Services, AhmedabadProject : Proposed Solar Power Park at Jodhpur , for Rajasthan Renewable Energy Corporation Limited

Bore Hole No. : 1

Depth ofSample

Drill Run

BORE LOG DATA SHEETN

ot

Us

ed

Core Recovery (%)

RQD (%)

SPT N Value/Penetration of S.S.S

Ca

sin

g

Type ofSample

Ro

tary

dri

llin

g m

eth

od

ST/02/11/776

Page no.39 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 0.00 to 2.10 m 1.50 1.50 3.00 SPT 3 6 8 14 - -

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 56 27 - >100 - -

5.00 11cm

5.50

6.00 6.00 6.00 6.10 CORE - - - - 19.2 -

to 6.00 m

Core Recovery (%)

Depth ofSample Remarks

m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d



Type ofSample

SPT N Value/Penetration of S.S.SDepth

Ca

sin

g

No

tati

on

Soil Description

Drill Run

Location : BHADLA


RQD (%)


BORE LOG DATA SHEET

Method ofBoring

KCT Consultancy Services, AhmedabadProject : Proposed Solar Power Park at Jodhpur , for Rajasthan Renewable Energy Corporation Limited

Bore Hole No. : 2

ST/02/11/776

Page no.40 of 73

From To

m m m N 1 N 2 N 3 N

0.00 Brownish and slightly greyish, fine to very fine grained, siltysand with occational gravels (SM) 0.00 to 0.60 m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 4 5 7 12 - -

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 38 49 - >100 - -

5.00 6cm

5.50

6.00 6.00 6.00 6.25 CORE - - - - 13.60 -

2.50 to 6.00 m

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

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Yellowish brown and slightly greyish, fine to very fine grained,silty sand with occational gravels (SM) 0.60 to 2.50 m


BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Soil Description


m

Type ofSample

Bore Hole No. : 3

Drill Run

Location : BHADLA


RQD (%)



Project : Proposed Solar Power Park at Jodhpur , for Rajasthan Renewable Energy Corporation Limited

ST/02/11/776

Page no.41 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 4 6 7 13 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 1.40 to 5.20 m 4.50 4.50 6.00 SPT 4 9 13 22 - -

5.00

5.50

6.00 6.00 6.00 6.50 CORE - - - - 15.6 -

to 6.00 m

Type ofSample


Ro

tary

dri

llin

g m

eth

od

No

t U

se

d Greyish and slightly brownish, fine to very fine grained, siltysand (SM)

Brownish grey, fine to very fine grained, silty sand withoccational gravels (SM) 0.00 to 1.40 m



BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Soil Description Remarks

m

Bore Hole No. : 4

Depth ofSample

Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)



ST/02/11/776

Page no.42 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 5 7 7 14 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 SPT 34 25 - >100 - -

5.00 6cm

5.50

6.00 6.00 6.00 6.15 CORE - - - - 10.3 -

3.70 to 6.00 m

m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Brownish and slightly greyish, fine to very fine grained, siltysand with occational gravels (SM) 0.00 to 1.20 m

Yellowish brown, fine to very fine grained, silty sand withoccational gravels (SM) 1.20 to 2.80 m

Greyish, fine to very fine grained, silty sand with little plasticfines and occational gravels (SM) 2.80 to 3.70 m


Type ofSample

Core Recovery (%)

RQD (%)


BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Remarks

Bore Hole No. : 5

Soil Description

Depth ofSample

Drill Run

Location : BHADLA





ST/02/11/776

Page no.43 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 3 4 7 11 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 0.00 to 5.20 m 4.50 4.50 6.00 SPT 5 8 11 19 - -

5.00

5.50

6.00 6.00 6.00 6.50 DS - - - - - -

5.2 to 6.00 m

Core Recovery (%)


m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d


Greyish, fine to very fine grained, siltys and with much gravelsand rock fragments (SM)

Type ofSample


Ca

sin

g

No

tati

on

Soil Description

Drill Run

Location : BHADLA


RQD (%)


BORE LOG DATA SHEET

Method ofBoring



Bore Hole No. : 6

ST/02/11/776

Page no.44 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 3 6 8 14 - -

2.00 0.00 to 2.80 m

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 SPT 24 75 - >100 - -

5.00 14cm

5.50

6.00 6.00 6.00 6.20 CORE - - - - 11.0 -

4.20 to 6.00 m

Type ofSample


Ro

tary

dri

llin

g m

eth

od

No

t U

se

d


Greyish and slightly yellowish, fine to very fine grained, siltysand with occational gravels (SM) 2.80 to 4.20 m



BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on


m

Bore Hole No. : 7

Depth ofSample

Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)



ST/02/11/776

Page no.45 of 73

From To

m m m N 1 N 2 N 3 N

0.00 Brownish grey, fine to very fine grained, silty sand withoccational gravels (SM) 0.00 to 0.80 m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 3 6 7 13 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 SPT 45 55 - >100 - -

5.00 11cm

5.50

6.00 6.00 6.00 6.30 CORE - - - - - -

3.60 to 6.00 m

Type ofSample


Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Yellowish brown and greyish, fine to very fine grained, silty sandwith little gravels and occational pebble size rock fragments(SM) 0.80 to 1.80 m

Greyish, fine to very fine grained, silty sand with little gravelsand occational rock fragments (SM) 1.80 to 3.60 m



BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on


m

Bore Hole No. : 8

Depth ofSample

Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)



ST/02/11/776

Page no.46 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 4 6 9 15 - -

2.00 0.00 to 2.70 m

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 SPT 15 20 27 47 - -

5.00

5.50

6.00 6.00 6.00 6.30 DS - - - - - -

to 6.00 m

Type ofSample


Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Brownish and slightly yellowish, fine to very fine grained, siltysand with occational gravels (SM)

Greyish, fine to very fine grained, silty sand with some gravelsand occational pebbles and cobles size rock fragments (SM)2.70 to 4.20 m



BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on


m

Bore Hole No. : 9

Depth ofSample

Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)



ST/02/11/776

Page no.47 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 4 6 10 16 - -

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 15 26 40 66 - -

5.00

5.50

6.00 6.00 6.00 6.30 DS - - - - - -

to 6.00 m


Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Brownish and slightly yellowish grey, fine to very fine grained,silty sand with occational gravels (SM) 0.00 to 1.90 m


BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Soil Description


m

Type ofSample

Bore Hole No. : 10

Drill Run

Location : BHADLA


RQD (%)




ST/02/11/776

Page no.48 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 0.00 to 2.30 m 1.50 1.50 3.00 SPT 4 7 11 18 - -

2.00

2.50Greyish, fine to medium grained, silty sand with much gravelsand cobbles size fracturred rock(SM) 2.30 to 3.00 m

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 SPT 20 36 42 >100 - -

5.00 8cm

5.50

6.00 6.00 6.00 6.30 DS - - - - - -

3.00 to 6.00 m


Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Yellowish brown, fine to very fine grained, silty sand with littlegravels (SM)

Greyish, fine to very fine grained, moderately to stronglycemented silty sand

BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Soil Description


m

Type ofSample

Bore Hole No. : 11

Drill Run

Location : BHADLA


RQD (%)




ST/02/11/776

Page no.49 of 73

From To

m m m N 1 N 2 N 3 N

0.00Brownish grey and slightly yellowish, fine to very fine grained,silty sand with occational gravels (SM) 0.00 to 0.70 m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 3 7 9 16 - -

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 26 45 59 >100 - -

5.00 6cm

5.50

6.00 6.00 6.00 6.35 CORE - - - - 9.7 -

2.50 to 6.00 m


Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Brownish grey and slightly yellowish, fine to very fine grained,silty sand with little gravels (SM) 0.70 to 2.50 m

Greyish, fine to very fine grained, moderately to stronglycemented silty sand

BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Soil Description


m

Type ofSample

Bore Hole No. : 12

Drill Run

Location : BHADLA


RQD (%)




ST/02/11/776

Page no.50 of 73

From To

m m m N 1 N 2 N 3 N

0.00 Brownish, fine to very fine grained, silty sand with occationalgravels (SM) 0.00 to 0.70 m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 10 16 20 36 - -

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 45 66 - >100 - -

5.00 7cm

5.50

6.00 6.00 6.00 6.25 CORE - - - - 13.1 -

to 6.00 m

Type ofSample


RQD (%)

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Greyish, fine to very fine grained, modeately to stronglycemented silty sand

BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Soil Description

Depth ofSample

Drill Run

Remarks

m



Bore Hole No. : 13

Location : BHADLA



ST/02/11/776

Page no.51 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 3 5 6 11 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 SPT 25 37 40 77 - -

5.00

5.50

6.00 6.00 6.00 6.20 DS - - - - - -

to 6.00 m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Brownish and slightl yellowish, fine to very fine grained, siltysand with occational gravels (SM) 0.00 to 1.80 m

Brownish, fine to very fine grained, silty sand with little plasticfines and much gravels (SM) 1.80 to 3.40 m

Greyish and slightly brownish, fine to medium grained,moderately to strongly cemented silty sand

BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on


m

Type ofSample

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

Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)




Bore Hole No. : 14

ST/02/11/776

Page no.52 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 4 6 8 14 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50 1.80 to 4.20 m

4.00

4.50 4.50 4.50 6.00 SPT 18 25 47 72 - -

5.00

5.50

6.00 6.00 6.00 6.50 DS - - - - - -

4.20 to 6.00 m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Brownish and slightly yellowish, fine to very fine grained, siltysand with occational gravels (SM) 0.00 to 1.80 m

Brownish and slightly yellowish, fine to very fine grained, siltysand with some gravels and pebbles size rock fragments (SM)

Greyish, fine to medium grained, moderately to stronglycemented silty sand

BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on


m

Type ofSample


Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)




Bore Hole No. : 15

ST/02/11/776

Page no.53 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 4 5 9 14 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50 1.60 to 4.10 m

4.00

4.50 4.50 4.50 6.00 SPT 26 40 40 80 - -

5.00

5.50

6.00 6.00 6.00 6.45 DS - - - - - -

4.10 to 6.00 m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Yellowish brown and greyish, fine to very fine grained, silty sandwith little gravels (SM) 0.00 to 1.60 m

Greyish yellow, fine to very fine grained, silty sand with littlegravels (SM)


BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on


m

Type ofSample


Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)




Bore Hole No. : 16

ST/02/11/776

Page no.54 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 3 4 7 11 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 SPT 28 36 50 86 - -

5.00

5.50

6.00 6.00 6.00 6.25 DS - - - - - -

3.70 to 6.00 m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d


Brownish and slightly yellowish, fine to very fine grained, siltysand with little gravels(SM) 1.80 to 3.70 m

Greyish brown, fine to medium grained, moderately to stronglycemented silty sand

BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on


m

Type ofSample


Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)




Bore Hole No. : 17

ST/02/11/776

Page no.55 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 3 3 6 9 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50 1.40 to 4.10 m

4.00

4.50 4.50 4.50 6.00 SPT 10 16 28 44 - -

5.00

5.50

6.00 6.00 6.00 6.20 DS - - - - - -

4.10 to 6.00 m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Brownish and slightl yellowish, fine to very fine grained, siltysand with occational gravels (SM) 0.00 to 1.40 m

Greyish and slightly yellowish, fine to very fine grained, siltysand with little gravels and occational pebbles size rocksfragments (SM)


BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on


m

Type ofSample


Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)




Bore Hole No. : 18

ST/02/11/776

Page no.56 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 2 4 7 11 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 SPT 15 26 34 60 - -

5.00

5.50

6.00 6.00 6.00 6.30 DS - - - - - -

3.20 to 6.00 m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Brownish,fine to very fine grained, silty sand with occationalgravels (SM) 0.00 to 1.10 m

Yellowish brown and greyish, fine to very fine grained, silty sandwith occational gravels (SM) 1.10 to 3.20 m


BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on


m

Type ofSample


Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)




Bore Hole No. : 19

ST/02/11/776

Page no.57 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 3 5 6 11 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 SPT 22 31 60 >100 - -

5.00 10cm

5.50

6.00 6.00 6.00 6.15 DS - - - - - -

4.30 to 6.00 m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d


Greyish, fine to medium grained, silty sand with occationalgravels (SM) 1.40 to 2.40 m

Greyish, fine to medium grained, silty sand with occationalgravels and occational pebbles (SM) 2.40 to 4.30 m

Brownish grey, fine to very fine grained,moderately to stronglycemented silty sand


BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Remarks

m

Type ofSample

Soil Description

Depth ofSample

Drill Run

Location : BHADLA



RQD (%)



Bore Hole No. : 20

ST/02/11/776

Page no.58 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 3 4 5 9 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50 1.70 to 4.00 m

4.00

4.50 4.50 4.50 6.00 SPT 25 60 - >100 - -

5.00 8cm

5.50

6.00 6.00 6.00 6.20 CORE - - - - 8.2 -

4.00 to 6.00 m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Brownish, fine to very fine grained, silty sand with occationalgravels (SM) 0.00 to 1.70 m

Brownish, fine to very fine grained, silty sand with some gravelsand occational pebbles size rock fragments (SM)

Brownish grey, fine to very fine grained, moderately to stronglycemented sitly sand

BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on


m

Type ofSample


Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)




Bore Hole No. : 21

ST/02/11/776

Page no.59 of 73

From To

m m m N 1 N 2 N 3 N

0.00 Brownish, fine to very fine grained, silty sand with occationalgravels (SM) 0.00 to 0.70 m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 25 53 - >100 - -

2.00 3cm

2.50

3.00 3.00 3.00 4.50 DS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 DS - - - - - -

5.00

5.50

6.00 6.00 6.00 6.30 CORE - - - - 14.8 -

1.80 to 6.00 m

Core Recovery (%)


m

Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Brownish, fine to very fine grained, silty sand with rock fragment(SM) 0.70 to 1.80 m

Greyish and brownish, fine to medium grained,moderatley tostrongly cemented silty sand

Type ofSample


Ca

sin

g

No

tati

on

Soil Description

Drill Run

Location : BHADLA


RQD (%)


BORE LOG DATA SHEET

Method ofBoring



Bore Hole No. : 22

ST/02/11/776

Page no.60 of 73

From To

m m m N 1 N 2 N 3 N

0.00Brownish, fine to very fine grained, silty sand with occationalgravels (SM) 0.00 to 0.80 m

0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 4 4 7 11 - -

2.00

2.50

3.00 3.00 3.00 4.50 UDS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 SPT 22 53 60 >100 - -

5.00 8cm

5.50

6.00 6.00 6.00 6.50 DS - - - - - -

4.00 to 6.00 m

Type ofSample


Ro

tary

dri

llin

g m

eth

od

No

t U

se

d


Greyish, fine to very fine grained, silty sand with occationalgravels (SM) 2.70 to 4.00 m



BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on


m

Bore Hole No. : 23

Depth ofSample

Drill Run

Location : BHADLA


Core Recovery (%)

RQD (%)



ST/02/11/776

Page no.61 of 73

From To

m m m N 1 N 2 N 3 N

0.00 0.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 38 - - >100 - -

2.00 7cm

2.50

3.00 3.00 3.00 4.50 DS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 DS - - - - - -

5.00

5.50

6.00 6.00 6.00 6.10 DS - - - - - -

1.60 to 6.00 m


Ro

tary

dri

llin

g m

eth

od

No

t U

se

d


Greyish and brownish, fine to medium grained, moderately tostrongly cemented silty sand

BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Soil Description


m

Type ofSample

Bore Hole No. : 24

Drill Run

Location : BHADLA


RQD (%)




ST/02/11/776

Page no.62 of 73

From To

m m m N 1 N 2 N 3 N

0.000.00 0.00 1.50 DS - - - - - -

0.50

1.00

1.50 1.50 1.50 3.00 SPT 45 - - >100 - -

2.00 10cm

2.50

3.00 3.00 3.00 4.50 DS - - - - - -

3.50

4.00

4.50 4.50 4.50 6.00 DS - - - - - -

5.00

5.50

6.00 6.00 6.00 6.45 DS - - - - - -

1.10 to 6.00 m


Ro

tary

dri

llin

g m

eth

od

No

t U

se

d

Brownish and yellowish, fine to medium grained, moderately tostrongly cemented silty sand


BORE LOG DATA SHEET

Method ofBoring

Depth

Ca

sin

g

No

tati

on

Soil Description


m

Type ofSample

Bore Hole No. : 25

Drill Run

Location : BHADLA


RQD (%)




ST/02/11/776

Page no.63 of 73

ρ =

π =

S =

R =

V =

I =

1

2

3

4

5

6

7

8

9

10

Resistivity at given depth ρ = 2 π S R

Where

Resistivity in ohm - m ( Ω m )

40.58

34.41

Average Resistivity ( Ω - m )

KCT Consultancy ServicesRESULTS OF ELECTRICAL RESISTIVITY

( IS : 3043, 1987 )

1


Good

52.17

55.44

53.72

50.59

15.20

28.61

38.79

46.53

Spacing of Electrode in (

m )

Direction

N - S

Value of pi - 22 / 7

Electrode Spacing ( equal to the depth at which resistivity is determined ) in m

Resistence Observed in Ω

V / I in ohm ( Ω )Voltage Drop between inner electrodes in Volt

Current applied in outer electrodes in Amp.

Name of Project :

Battery Condition :

Climatic Condition : Cold and dry

ERT No. :

E - W


3.15

2.95

Resistivity ρ in Ω m

19.79

37.07

2.92

2.76

2.76

2.47

2.41

2.18

2.28

1.93

1.65

1.36

0.93

0.76

52.02

62.08

71.63

72.76

72.57

68.36

52.59

47.75

1.90

1.76

1.42

1.17

0.87

0.62


18.35

34.68

45.43

54.79

59.69

66.35

62.45

58.81

49.20

38.96

Average Reistivity V/S. Depth

1

2

3

4

5

6

7

8

9

10

0.00 10.00 20.00 30.00 40.00 50.00 60.00

Average Resistivity in Ω - m

Dep

th in

m

ST/02/11/776

Page no.64 of 73

1 726.2 15.20

2 2571.5 28.61

3 4726.7 38.79

4 6802.4 46.53

5 8551.0 52.17

6 9655.2 55.44

7 9064.8 53.72

8 8040.7 50.59

9 5174.6 40.58

10 3720.4 34.41

Depth of resistivity in

m

Area of the polar

diagram

Radius of the circle having same area as

polar diagram

Average Resistivity at a given depth shallbe equal to the radius of equivalent areacircle having same as area as that of polardiagram at that level.

Depth 1.0 m Depth 2.0 m Depth 3.0 m

ERT No. :

Name of Project :

1Proposed structures of Photovoltaic Solar Power Plant at Solar Park of RREC at village Bhadla,Jodhpur

Depth 10.0 m

KCT Consultancy Services POLAR DIAGRAMS OF ELECTRICAL RESISTIVITY RESULTS

( IS : 3043, 1987 )

Depth 4.0 m

Depth 7.0 m

Depth 5.0 m Depth 6.0 m


17.50

18.00

18.50

19.00

19.50

20.00N

E

S

W 33.00

34.00

35.00

36.00

37.00

38.00N

E

S

W 42.0044.0046.0048.0050.0052.0054.00

N

E

S

W

50.00

55.00

60.00

65.00N

E

S

W 50.0055.0060.0065.0070.0075.00

N

E

S

W 62.0064.0066.0068.0070.0072.0074.00

N

E

S

W

55.00

60.00

65.00

70.00

75.00N

E

S

W 50.00

55.00

60.00

65.00

70.00N

E

S

W 46.00

48.00

50.00

52.00

54.00N

E

S

W

0.0010.0020.0030.0040.0050.00

N

E

S

W

ST/02/11/776

Page no.65 of 73

ρ =

π =

S =

R =

V =

I =

1

2

3

4

5

6

7

8

9

10


Where


60.63

52.45



( IS : 3043, 1987 )

2


Good

65.45

69.13

69.21

68.92

18.41

34.45

48.22

58.52


m )

Direction

N - S






Name of Project :

Battery Condition :


ERT No. :

E - W


3.51

3.27


22.05

41.09

3.84

3.61

3.06

2.73

3.36

3.12

2.47

2.13

1.76

1.53

1.22

0.96

57.68

68.61

77.60

80.30

77.41

76.91

68.99

60.32

2.76

2.48

2.21

1.93

1.48

1.14


24.13

45.36

63.33

78.41

86.71

93.49

97.20

97.01

83.69

71.63


1

2

3

4

5

6

7

8

9

10

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00


Dep

th in

m

ST/02/11/776

Page no.66 of 73

1 1064.2 18.41

2 3728.2 34.45

3 7306.2 48.22

4 10760.4 58.52

5 13456.6 65.45

6 15014.9 69.13

7 15048.4 69.21

8 14921.7 68.92

9 11547.7 60.63

10 8641.0 52.45


m

Area of the polar

diagram


polar diagram



ERT No. :

Name of Project :


Depth 10.0 m


( IS : 3043, 1987 )

Depth 4.0 m

Depth 7.0 m



21.00

22.00

23.00

24.00

25.00N

E

S

W 38.00

40.00

42.00

44.00

46.00N

E

S

W 54.00

56.00

58.00

60.00

62.00

64.00N

E

S

W

60.00

65.00

70.00

75.00

80.00N

E

S

W 70.00

75.00

80.00

85.00

90.00N

E

S

W 70.0075.0080.0085.0090.0095.00

N

E

S

W

0.0020.0040.0060.0080.00

100.00N

E

S

W 0.0020.0040.0060.0080.00

100.00N

E

S

W 0.0020.0040.0060.0080.00

100.00N

E

S

W

50.0055.0060.0065.0070.0075.00

N

E

S

W

ST/02/11/776

Page no.67 of 73

ρ =

π =

S =

R =

V =

I =

1

2

3

4

5

6

7

8

9

10


Where


60.68

56.07



( IS : 3043, 1987 )

3


Good

64.13

64.82

62.95

61.55

18.07

33.27

45.76

54.80


m )

Direction

N - S






Name of Project :

Battery Condition :


ERT No. :

E - W


3.42

3.21


21.49

40.34

3.80

3.43

2.92

2.63

3.17

2.84

2.47

2.17

1.73

1.56

1.33

1.06

55.04

66.10

77.60

81.81

76.09

78.41

75.21

66.60

2.65

2.14

1.86

1.51

1.36

1.18


23.88

43.10

59.75

71.38

83.25

80.68

81.81

75.90

76.91

74.14


1

2

3

4

5

6

7

8

9

10

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00


Dep

th in

m

ST/02/11/776

Page no.68 of 73

1 1026.1 18.07

2 3477.4 33.27

3 6577.7 45.76

4 9435.9 54.80

5 12920.3 64.13

6 13199.8 64.82

7 12449.3 62.95

8 11903.4 61.55

9 11568.2 60.68

10 9875.9 56.07


m

Area of the polar

diagram


polar diagram



ERT No. :

Name of Project :


Depth 10.0 m


( IS : 3043, 1987 )

Depth 4.0 m

Depth 7.0 m



20.00

21.00

22.00

23.00

24.00N

E

S

W 38.0039.0040.0041.0042.0043.0044.00

N

E

S

W 52.00

54.00

56.00

58.00

60.00N

E

S

W

62.0064.0066.0068.0070.0072.00

N

E

S

W 74.0076.0078.0080.0082.0084.00

N

E

S

W 80.00

80.50

81.00

81.50

82.00N

E

S

W

72.0074.0076.0078.0080.0082.00

N

E

S

W 74.0075.0076.0077.0078.0079.00

N

E

S

W 74.00

75.00

76.00

77.00N

E

S

W

60.00

65.00

70.00

75.00N

E

S

W

ST/02/11/776

Page no.69 of 73

ρ =

π =

S =

R =

V =

I =

1

2

3

4

5

6

7

8

9

10


Where


43.15

35.20



( IS : 3043, 1987 )

4


Good

49.76

53.09

50.06

47.34

15.01

27.67

37.82

45.10


m )

Direction

N - S






Name of Project :

Battery Condition :


ERT No. :

E - W


2.41

2.17


15.14

27.27

3.72

3.51

1.94

1.75

3.26

2.89

1.51

1.32

1.10

0.86

0.72

0.53

36.57

43.98

47.44

49.76

48.38

43.23

40.72

33.30

2.61

2.36

1.85

1.62

1.27

0.93


23.37

44.11

61.45

72.63

82.00

88.97

81.37

81.43

71.82

58.43


1

2

3

4

5

6

7

8

9

10

0.00 10.00 20.00 30.00 40.00 50.00 60.00


Dep

th in

m

ST/02/11/776

Page no.70 of 73

1 707.9 15.01

2 2405.6 27.67

3 4494.2 37.82

4 6389.2 45.10

5 7779.4 49.76

6 8854.8 53.09

7 7873.2 50.06

8 7040.2 47.34

9 5848.0 43.15

10 3891.8 35.20


m

Area of the polar

diagram


polar diagram



ERT No. :

Name of Project :


Depth 10.0 m


( IS : 3043, 1987 )

Depth 4.0 m

Depth 7.0 m



0.00

5.00

10.00

15.00

20.00

25.00N

E

S

W 0.00

10.00

20.00

30.00

40.00

50.00N

E

S

W 0.00

20.00

40.00

60.00

80.00N

E

S

W

0.00

20.00

40.00

60.00

80.00N

E

S

W 0.0020.0040.0060.0080.00

100.00N

E

S

W 0.0020.0040.0060.0080.00

100.00N

E

S

W

0.0020.0040.0060.0080.00

100.00N

E

S

W 0.0020.0040.0060.0080.00

100.00N

E

S

W 0.00

20.00

40.00

60.00

80.00N

E

S

W

0.00

20.00

40.00

60.00N

E

S

W

ST/02/11/776

Page no.71 of 73

ρ =

π =

S =

R =

V =

I =

1

2

3

4

5

6

7

8

9

10


Where


47.15

38.77



( IS : 3043, 1987 )

5


Good

61.71

62.50

60.86

58.46

18.32

34.50

47.70

55.74


m )

Direction

N - S






Name of Project :

Battery Condition :


ERT No. :

E - W


3.12

2.84


19.60

35.69

4.28

4.17

2.62

2.17

3.84

3.56

1.93

1.72

1.46

1.13

0.86

0.65

49.39

54.54

60.63

64.84

64.21

56.80

48.63

40.84

3.14

2.51

2.06

1.88

1.27

0.92


26.89

52.40

72.38

89.47

98.65

94.62

90.60

94.50

71.82

57.81


1

2

3

4

5

6

7

8

9

10

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00


Dep

th in

m

ST/02/11/776

Page no.72 of 73

1 1054.4 18.32

2 3740.3 34.50

3 7149.3 47.70

4 9759.3 55.74

5 11962.4 61.71

6 12271.4 62.50

7 11636.1 60.86

8 10735.1 58.46

9 6985.2 47.15

10 4721.6 38.77


m

Area of the polar

diagram


polar diagram



ERT No. :

Name of Project :


Depth 10.0 m


( IS : 3043, 1987 )

Depth 4.0 m

Depth 7.0 m



0.00

10.00

20.00

30.00N

E

S

W 0.00

20.00

40.00

60.00N

E

S

W 0.00

20.00

40.00

60.00

80.00N

E

S

W

0.0020.0040.0060.0080.00

100.00N

E

S

W 0.0020.0040.0060.0080.00

100.00N

E

S

W 0.0020.0040.0060.0080.00

100.00N

E

S

W

0.0020.0040.0060.0080.00

100.00N

E

S

W 0.0020.0040.0060.0080.00

100.00N

E

S

W 0.00

20.00

40.00

60.00

80.00N

E

S

W

0.00

20.00

40.00

60.00N

E

S

W

ST/02/11/776

Page no.73 of 73

Coordinates of RREC Project site (Refer the drawing provided)

SR NO as

marked in

drawing

EASTING

1 196981.82 197077.33 196513.04 195881.95 194524.96 194567.27 194089.88 195542.8

10 197119.411 197219.112 196565.713 196686.014 198236.415 196155.816 195882.917 195914.918 195422.319 195353.420 195254.621 194921.822 194301.623 194333.324 194081.325 194600.326 194642.027 197478.129 198115.430 198366.731 198873.632 199126.433 199637.834 199914.835 200278.036 200178.037 200501.838 199927.139 199472.740 199899.541 199996.542 199806.143 199556.244 199569.345 198950.346 198489.347 198077.248 197689.349 196708.650 195924.851 196731.752 196702.853 197160.754 197320.155 197977.3

Solar Park Layout

Co

ordinates of RR

EC

Pro

ject site (Refer th

e drawing

pro

vided)

SR

NO

a

s m

arked in

drawing

EAS

TING

1196981.8

2197077.3

3196513.0

4195881.9

5194524.9

6194567.2

7194089.8

8195542.8

10197119.4

11197219.1

12196565.7

13196686.0

14198236.4

15196155.8

16195882.9

17195914.9

18195422.3

19195353.4

20195254.6

21194921.8

22194301.6

23194333.3

24194081.3

25194600.3

26194642.0

27197478.1

29198115.4

30198366.7

31198873.6

32199126.4

33199637.8

34199914.8

35200278.0

36200178.0

37200501.8

38199927.1

39199472.7

40199899.5

41199996.5

42199806.1

43199556.2

44199569.3

45198950.3

46198489.3

47198077.2

48197689.3

49196708.6

50195924.8

51196731.7

52196702.8

53197160.7

54197320.1

55197977.3

Contour MAP- Solar Park

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Bhadhla report geotechnical layout contour survey

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