Report by : CENGRS GEOTECHNICA PVT. LTD. SOIL AND ... · accordance with IS: 2131-1981 RA 2002. The SPT ‘N’-values are described as follows:- i. The number of blows for each 15

CENGRS GEOTECHNICA PVT. LTD.SOIL AND FOUNDATION EXPERTS

Report by :

Cengrs Geotechnica Pvt. Ltd.Corporate Office : A - 100, Sec - 63, Noida - 201309 (U.P.) India.Phone : +91 120-4206771, Fax : +91 120-4206775, E : [email protected], W : www.cengrs.comRegistered Office : Cengrs House, B - 3/87, Safdarjung Enclave, New Delhi - 110029ISO 9001:2008

CERTIFIED

ISO/IEC 17025:2005Certified Laboratory

(NABL)

Final Report on:

Geotechnical Investigation for Proposed Raw Water Reservoir at

TSPL Banawala, Mansa Punjab.

Submitted to:

M/s. Talwandi Sabo Power LTD. Village Banawala Mansa – Talwandi Sabo Road, Dist. Mansa, Punjab - 151302

Project No. 217101 Date: 9th November 2017 Revision: 0

Proposed Raw Water Reservoir at TSPL Banawala Mansa, Punjab M/s. Talwandi Sabo Power Ltd.

9th November 2017 Project No. 217101

M/s. Talwandi Sabo Power LTD. Village Banawala Mansa – Talwandi Sabo Road, Dist. Mansa, Punjab - 151302

Kind Attention: Ms. Drishti Setia

Sub: Geotechnical Investigation for Proposed Raw Water Reservoir at TSPL Banawala Mansa, Punjab.

We have carried out the captioned study in accordance with your Perches Order No 5600001053 dated 06 September, 2017. We thank you for your business, and hope that you are satisfied with our services rendered. This Final Interpretive Report presents our findings based on the geotechnical investigations conducted by us at the project site. This report presents the field and laboratory test data, along with our geotechnical engineering recommendations, which shall help you in deciding the optimum foundation arrangement for use on site. We have prepared this report based on our findings on site, as well as our experience gained in over 5000 projects completed over the past 27 years. We welcome you to involve us during the detailed foundation design, construction and testing phases, so that we may serve you better. We are pleased to have been of service to you on this project and will be glad to consult further with you and your design team.

Yours faithfully, CENGRS GEOTECHNICA PVT. LTD. Sanjay Gupta Managing Director Ravi Sundaram Director

Proposed Raw Water Reservoir at TSPL Banawala, Mansa, Punjab M/s. Talwandi Sabo Power Ltd.

Project No. 217101 i

EXECUTIVE SUMMARY

Topic Summary of Results

Project Name Raw Water Reservoir

Location TSPL Banawala, Mansa, Punjab

Scope of Work Fifteen (15) boreholes, seven (7) trial pits, two (2) field permeability tests and two (2) piezometers.

Site Stratigraphy The soils at site generally consist of silty sand / fine sand to the maximum explored depth of 15 m. However, in BH-6, 7, 10 & 11 a layer of sandy silt is encountered between EGL to about 1.5 m depth.

Groundwater

The measured ground water level ranges from 0.0-5.1 m below the EGL during the period of our field investigations (September-October, 2017). The measured groundwater in the piezometer ranges from 3.0 to 4.2 m (Sep-Oct, 2017). We suggest that the water level in the piezometer should be monitored till the foundation construction completion.

Liquefaction Susceptibility Assessment

In our opinion, the may be a marginal potential for liquefaction to about 1.0-1.5 m depth in the event of an earthquake

Foundation Recommendations

Isolated foundations may be used to support the proposed Raw Water Pump House. Our recommended values of net allowable bearing pressures for the foundations bearing at 2.0-3.0 m depths are presented in Sections 5.5.

Embankment Construction Considerations

Slope stability analysis and seepage analysis may be performed to ensure that the embankments slopes are stable under all loading conditions.

Embankment Design And Construction

Considerations Potential for chemical attack on foundation concrete are presented in Section 6.0.


Project No. 217101 ii

TABLE OF CONTENTS

Page No.

1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purposes of Study 1 1.3 Details of Test Locations 1

2.0 FIELD INVESTGATION 3 2.1 Soil Boring 3 2.2 Groundwater 3 2.3 Trial Pits 3 2.4 Field Permeability Tests 3 2.5 Installation Of Piezometer 4

3.0 LABORATORY TESTS 4

4.0 GENERAL SITE CONDITIONS 5 4.1 Site Description 5 4.2 Regional Geology 5 4.3 Site Stratigraphy 5 4.4 Groundwater 5 4.5 Field Permeability Test Results 6 4.6 Proctor Compaction Test Results 6

5.0 FOUNDATION ANALYSIS AND RECOMMENDATIONS 6 5.1 General 6 5.2 Liquefaction Susceptibility Assessment 6 5.3 Foundation Type and Depth 7 5.4 Concepts for Foundation Analysis 7 5.5 Recommended Net Allowable Bearing Pressures 8 5.6 Definition of Gross and Net Bearing Pressure 9

6.0 EMBANKMENT DESIGN AND CONSTRUCTION CONSIDERATIONS 9 6.1 Design Parameters 9 6.2 Fill Placement and Compaction 10 6.3 Chemical Attack 10

7.0 VARIABILITY IN SUBSURFACE CONDITIONS 11


Project No. 217101 iii

ILLUSTRATIONS

Caption Plate No. Plan of Field Investigations 1 Satellite Image 2 Engineering Description of Soil 3 Uncertainty in Laboratory Measurements 4 Soil Profiles 5 to 34 Summary of Borehole Profiles 35 to 37 Trial Pts Sections 38 to 44 Standard Penetration Test Results 45 to 50 Liquefaction Susceptibility Assessment As Per IS: 1893 (Part1)-2016 51 Field Permeability Test Results 52 to 55 Casagrande Piezometer Sketch 56 Plot of Measured Groundwater Levels 57 & 58 Plasticity Chart 59 Proctor Test Results 60 to 63 Relative Density Test Result 64 Grain Size Analysis 65 to 106 Shear Test Results 107 to 136 Chemical Test Results 137

Typical Calculation : Appendix-A Site Photographs : Appendix-B

-----------

DEFINITION OF ACRONYMS CENGRS Cengrs Geotechnica Pvt. Ltd. UTM Universal Transverse Mercator coordinates system NABL National Accreditation Board for Testing and Calibration Laboratories ISO International Standards Organization BIS Bureau of Indian Standards EGL Existing Ground Level NGL Natural Ground Level RL Reduced Level SPT Standard Penetration Test NCEER National Center for Earthquake Engineering Research DS Consolidated drained direct shear test BIS REFERENCES

Compendium of Indian Standard on Soil Engineering (Part-2, Field Testing of Soils for Civil Engineering Purposes) SP36 (Part-2:1988) RA 2006

Compendium of Indian Standard on Soil Engineering (Part-1, Laboratory Testing of Soils for Civil

Engineering Purposes) SP36 (Part-1:1987) RA 2006

Project No. 217101 Page 1 of 11

1.0 INTRODUCTION

1.1 Project Description

M/s. Talwandi Sabo Power Ltd. (TSPL) is planning to construct a new Raw Water Reservoir (RWR) at TSPL, Banawala, Mansa, Punjab, adjacent to the existing RWR. Two reservoirs are planned; the current investigation is for the Part 1 Reservoir which covers an area of nearly 75 acres.

M/s. Cengrs Geotechnica Pvt. Ltd. (Cengrs) has been appointed by TSPL for carrying out the

geotechnical Investigation at the site. A layout plan showing the locations of our field investigation is illustrated on Plate 1. 1.2 Purposes of Study

The overall purposes of this study are to investigate the stratigraphy at the site and to develop

geotechnical recommendations for design and construction of the proposed RWR. To accomplish these purposes, the study was conducted in the following phases:

(i) drilling fifteen (15) boreholes to 15 m depth or refusal, whichever is earlier, in order to evaluate

the stratigraphy at the site and to collect soil samples for laboratory testing; (ii) excavating seven (7) trial pits (TP) to collect bulk soil samples and to inspect the soils at shallow

depth;

(iii) conducting two (2) field permeability test (FPT) at specified locations and depths to assess the in-situ coefficient of permeability of the strata;

(iv) installing two (2) piezometers to monitor groundwater fluctuations;

(v) testing selected soil samples in the laboratory to determine pertinent index and engineering properties; and

(vi) analyzing all field and laboratory data to develop geotechnical recommendations for design and

construction of the proposed RWR.

1.3 Details of Test Locations Details of the tests conducted at the project site are tabulated below:

• Exploratory Boreholes

UTM Coordinates, m [Zone 43-R] S. No. Borehole

Designation Easting Northing Borehole Termination

Depth, m 1 BH-1 523972 3311332 15.45 2 BH-2 523945 3311116 15.45 3 BH-3 523902 3310812 15.45 4 BH-4 523848 3310564 15.45 5 BH-5 524158 3310708 15.45 6 BH-6 524266 3310954 15.45 7 BH-7 524258 3311230 15.45 8 BH-8 524103 3311163 15.45


UTM Coordinates, m [Zone 43-R]

S. No. Borehole Designation Easting Northing

Borehole Termination Depth, m

9 BH-9 524091 3310918 15.45 10 BH-10 524068 3311321 15.45 11 BH-11 524223 3311309 15.45 12 BH-12 524308 3311111 15.45 13 BH-13 524309 3310791 15.45 14 BH-14 524090 3310606 15.45 15 BH-15 523985 3310463 15.45

• Trial Pits

UTM Coordinates, m [Zone 43-R] Sr. No. Test Designation

East North Termination Depth, m

1 TP-1 524121 3311285 3.50

2 TP-2 524263 3311145 3.50

3 TP-3 523921 3310991 2.50

4 TP-4 524254 3310838 3.00

5 TP-5 524039 3310739 2.50

6 TP-6 523875 3310648 2.50

7 TP-7 524025 3310521 3.50

• Field Permeability Tests

UTM Coordinates, m [Zone 43-R] S. No. Test Designation

Easting Northing Test Depth, m

1 FPT-1 523902 3310812 5.0

2 FPT-2 524266 3310954 5.0

• Piezometers

UTM Coordinates, m [Zone 43-R]

S. No. Test Designation Easting Northing

Date of installation

1 PZ-1 750393 2460423 04 Oct 2017

2 PZ-2 750427 2460425 28 Sep 2017

• A layout plan indicating the location of our field investigations is indicated on Plate 1.

• The test locations were marked on site by the client representative and recorded by us using a

Garmin® hand-held GPS device. A satellite image indicating the test locations is presented on Plate 2.


2.0 FIELD INVESTGATION

2.1 Soil Boring

The boreholes were progressed using a mechanized shell and auger drilling rig to the specified

depth. The diameter of the borehole was 150 mm. Where caving of the borehole occurred, casing was used to keep the borehole stable. The work was in general accordance with IS: 1892-1979 RA 2007.

Standard Penetration Tests (SPT) were conducted in the boreholes at 1.5 m depth interval. The

test was conducted by connecting a split spoon sampler to ‘A’ rods and driving it by 45 cm using a 63.5 kg automatic trip hammer falling freely from a height of 75 cm. The tests were conducted in accordance with IS: 2131-1981 RA 2002. The SPT ‘N’-values are described as follows:-

i. The number of blows for each 15 cm of penetration of the split spoon sampler is recorded.

ii. The blows required to penetrate the initial 15 cm of the split spoon for seating the sampler is

ignored due to the possible presence of loose materials or cuttings from the drilling operation.

iii. The cumulative number of blows required to penetrate the balance 30 cm of the 45 cm split spoon sampler is termed the SPT value or the ‘N’ value. For example, a SPT value reported as “20” means that 20 blows were imparted to penetrate the split spoon sampler by the last 30 cm.

iv. Where the number of blows required to penetrate the balance 30 cm of the split spoon sampler

exceeds 100, the number of blows is presented along with the corresponding penetration. For example, an SPT value reported as “101 / 5 cm” means that 101 blows were imparted to penetrate the split spoon sampler by 5 cm after the first 15 cm initial (seating) penetration.

v. Where refusal (N>100) to further penetration of the split spoon sampler is encountered in the

first 15 cm of seating penetration itself, SPT test could not be completed and "Ref" is indicated in the bore logs, along with the penetration achieved. For example, an SPT value reported as “Ref / 5 cm” means that more than 100 blows were imparted to penetrate the split spoon sampler by a total of 5 cm only, and the 15 cm seating penetration could not be achieved.

Disturbed samples were collected from the split spoon after conducting SPT. Undisturbed soil

samples were collected by attaching 75 mm diameter thin walled ‘Shelby’ tubes and driving the sampler by light-hammering using a 63.5 kg hammer in accordance with IS: 2132-1986 RA 2007. The tubes were sealed with wax at both ends. If undisturbed samples slipped from the thin-walled tube during sampling, disturbed samples were collected. All samples were transported to our NABL-accredited laboratory at Noida for further examination and testing.

2.2 Groundwater

Groundwater level was measured in the boreholes after drilling and sampling was completed. The measured water levels are recorded on the individual soil profiles.

2.3 Trial Pits

Trial pits were excavated at the site to specified depth or up to water table, whichever occurred

first so as to permit easy access for visual examination of walls of the pit and to facilitate sampling. Disturbed and undisturbed samples were collected at 1.0 m depth interval. 2.4 Field Permeability Tests

In soils, field permeability tests were done by falling head method. The falling head tests were

carried out in accordance with IS: 5529 (Part-I) -1985 RA 2013. The tests were conducted in selected


boreholes at the specified depths. The field coefficient of permeability was computed using the following equation;

where: k = mean coefficient of permeability d = diameter of intake pipe (stand pipe) r = radius of hole L = length of test section h1 = head at time t1 h2 = head at time t2

2.5 Installation Of Piezometer

Casagrande porous element piezometer was installed at specified locations. The depth of the

borehole was drilled upto desired depth. Then borehole was filled of pea gravel from 3.0 to 15.0 m below EGL. A 50 mm diameter PVC Pipe was connected to the piezometer that extends upto the ground level. The borehole was backfilled with pea gravel.

A bentonite seal was placed to limit the possibility of external water into the hole to about 3.0 m

depth. The annular space of borehole was filled back to the ground level and protected by a cover / box.

3.0 LABORATORY TESTS The laboratory testing has been carried out in our NABL accredited laboratory. The quality

procedures in our laboratory conform to ISO/IEC-17025-2005. Laboratory tests were conducted on selected soil samples to determine their physical and

engineering properties. The testing procedures were in accordance with current applicable IS specifications.

The following tests were conducted on selected soil and groundwater samples recovered from

the boreholes:

Laboratory Test IS Code Referred Bulk Density By calculations Natural moisture content IS : 2720 (Part-2)-1973, RA-2010 Specific Gravity IS : 2720 (Part-3)-1980, RA-2007 Grain size analysis IS : 2720 (Part-4)-1985, RA-2010 Liquid Limit and Plastic Limit IS : 2720 (Part-5)-1985, RA-2010 Consolidated drained direct shear test IS : 2720 (Part-13)-1986, RA-2010 Standard Proctor Compaction Test IS : 2720 (Part-7) -1983, RA-2010

pH value IS : 2720 (Part 26)-1987, RA-2007 Sulphates IS : 2720 (Part-27)-1977, RA-2010 Chemical Analysis of soil*

Chlorides IS : 3025 (Part-32)-1988, RA-2009 pH value IS : 3025 (Part-11)-1983, RA-2006 sulphates IS : 3025 (Part-24)-1986, RA-2009 Chemical Analysis of water* chlorides IS : 3025 (Part-32)-1988, RA-2009

*Outside NABL Scope

)()/(lnln

8 12

212

tthh

rL

Ldk

−⎟⎠⎞

⎜⎝⎛=


Engineering terms used to describe soils are explained on Plate 3. A note on our NABL

accreditation together with the uncertainty in laboratory measurements is presented on Plate 4. All test results are presented on the individual soil profiles on Plates 5 to 34. Chemical test results are presented on Plate 137.

4.0 GENERAL SITE CONDITIONS

4.1 Site Description

This site is located at TSPL, Punjab. It is situated about 1.6 km south-east from the Banawala village and about 0.5 km south from Mansa road. The existing raw water reservoir is present adjacent to the project site. 4.2 Regional Geology

The soil in the district is mostly sandy(1). Being a sandy plain, the region is dotted with scattered sand dunes which have a tendency to shift towards eastern side. The district has two types of soils, the arid brown soils and siezoram soils. The arid brown soils are calcareous in nature, these soils are imperfectly to moderately drained. Salinity and alkalinity are the principal problems of this soil.

In siezoram soils the accumulation of calcium carbonate is in amorphous or concretionary form

(kankar). Presence of high amount of calcium carbonate and poor fertility is the main problem of this soil. The arid brown soils are found in mostly eastern parts of the district and siezoram soils are found in the western part of the district.

4.3 Site Stratigraphy

The soils at site generally consist of silty sand / fine sand from the ground level to the maximum

explored depth of 15 m. However, in BH-6, 7, 10 & 11 on the eastern side of the plot, a surficial layer of sandy silt is encountered to about 1.5 m depth.

The field SPT-N values range from 6 to 18 to about 3 m depth , 18 to 29 to about 6 m depth and

from 31 to 43 to about 11 m depth. Below this, SPT values range from 43 to 59 to the final explored depth of 15 m.

A pictorial summary of the borehole profiles is presented on Plates 35 to 37. Plots of field and

corrected SPT values versus depth are presented on Plates 45 to 50.

4.4 Groundwater Based on our measurements in the completed boreholes, ground water table was encountered

at about 0.0~5.1 m depth below EGL during the period of our field investigations (September-October, 2017). Fluctuations may occur in the groundwater levels owing to seasonal variations in rainfall and surface evaporation rates, as well as the level of water in the nearby RWR.

Casagrande piezometers were installed at two borehole locations for long-term monitoring of

groundwater level. A typical schematic sketch of the piezometer installed in the project site is presented on Plate 56. The water levels measured at these locations during the period of our field investigation are presented graphically on Plates 57 & 58 and are summarized below:

(1) Central Groundwater Board (2013), “Groundwater Information Booklet, Bhatinda District, Punjab”, prepared by

A.K. Bhatiya, Ministry of Water Resources, CGWB Northwestern Region


UTM Coordinats, m (Zone

43-R) Measured Depth of Groundwater table below NGL,

m

Sep, 2017 Oct, 2017 PZ Designation Easting Northing

Date of installation

29 30 1 3 4 5 6 7

PZ-1 523972 3311332 04 Oct 2017 - - - - - 4.03 4.10 4.18

PZ-2 524158 3310708 28 Sep 2017 3.00 2.97 3.05 3.05 3.08 3.07 3.09 3.10

We suggest that the water level in the piezometer be monitored till the foundation construction is complete for a realistic assessment of the water level fluctuation at the site.

4.5 Field Permeability Test Results

Two (2) field permeability tests were conducted in BH-3 and BH-6 by falling head method. The

test results are summarized below.

S. No. Test Location Test Depth, m Strata Description Coefficient of Permeability, cm/sec

1 BH-3 5.0 Fine sand 2.6E-04

2 BH-6 5.0 Fine sand 1.0E-04 The field permeability test results are illustrated on Plates No. 52 to 55.

4.6 Proctor Compaction Test Results

Four (4) laboratory proctor compaction tests have been conducted on selected samples as per the client instructions. The test results are summarized below:

Standard Proctor Test Results Sample

MDD, g/cc OMC, % Presentation of

Results

BS-1 1.89 11.7 Plate 60 BS-2 1.88 11.4 Plate 61 BS-3 1.75 12.2 Plate 62 BS-4 1.86 11.8 Plate 63

5.0 FOUNDATION ANALYSIS AND RECOMMENDATIONS

5.1 General

A suitable foundation for any structure should have an adequate factor of safety against

exceeding the bearing capacity of the supporting soils. Also the vertical movements due to compression of the soils should be within tolerable limits for the structure. We consider that foundation designed in accordance with the recommendations given herein will satisfy these criteria.

5.2 Liquefaction Susceptibility Assessment

Liquefaction is defined as the transformation of a granular material from a solid to a liquefied

state as a consequence of increased pore-water pressure and reduced effective stress (Marcuson,


19782). Increased pore pressure may be induced by the tendency of granular materials to compact when subjected to cyclic shear deformation, such as in the event of an earthquake.

As per IS: 1893 (Part 1) - 2016, liquefaction is likely in loose fine sand (SP) below the water

table. The following points are highlighted for the soils with regard to liquefaction susceptibility assessment: 1. As mentioned in Section 4.3, silty fine sand fine sand is encountered to maximum explored

depth of 15 m. 2. As mentioned in Section 4.4, groundwater was met at shallow depths. Groundwater has been

considered at ground level for the purpose of liquefaction analysis.

3. SPT values in the silty sand ranges from 6 to 18 to about 3 m depth.

4. Corrected SPT (N’) values in the saturated sand stratum encountered at the project site are marginally less than the limits prescribed by the IS Code, indicating a marginal potential for liquefaction to about 1.0-1.5 m depth in the event of an earthquake (Please refer to Plate No.51).

According to Fig.1 of IS: 1893 (Part1)-2016 showing seismic zones, the proposed site falls under

Zone-III. The design for seismic forces should be done considering the project in Zone-III.

5.3 Foundation Type and Depth

Raw Water Pump house and other minor facilities shall be constructed in the Raw Water Reservoir Area. We suggest that isolated foundations with connecting beams be provided to support the structural loads of the pump house.

We recommend a minimum foundation embedment depth of 2 m below the existing ground

surface. Recommendations are given herein for foundations at 2-3 m depth. Our recommended net bearing pressures are presented in Section 5.5.

5.4 Concepts for Foundation Analysis

Bearing capacity analysis for open foundations has been done in general accordance with IS:

6403-1981 RA 2002. The bearing capacity equation used is as follows: qnet safe = 1 [cNcζc dc+ q(Nq-1) ζqdq+ 0.5 Bϒ Nγζγ dϒ Rw]

F where:

qnet safe = safe net bearing capacity of soil based on the shear failure criterion. q = overburden pressure Rw = water table correction factor F = Factor of safety, taken as equal to 2.5 in accordance with IS:1904-1986. ζc,ζq,ζγ = Shape factors. For Strip footings, ζc = ζq = ζγ = 1 For Square footing, ζc = 1.3, ζq = 1.2, ζγ = 0.6

(2) Marcuson, W.F. (III) (1978), “Definition of terms related to liquefaction”, J. Geotech Engg. Div,, ASCE, 104(9), 1197-

1200.


dc ,dq, dγ = Depth factors

For φ ≤ 10, dc = 1 + 0.2 tan (45 + φ / 2) D / B, dq = dγ = 1 For φ > 10, dq = dγ = 1 + 0.1 tan (45 + φ / 2) D / B

Appropriate values have been substituted into the bearing capacity equation given above to

compute the safe net bearing capacity. The values have been checked to determine the settlement of the foundation under the safe bearing pressure. The allowable bearing pressure has been taken as the lower of the two values computed from the bearing capacity shear failure criterion as well as that computed from the tolerable settlement criterion.

Settlement analysis has been performed based on the SPT values in accordance with Clause

9.1.4 of IS 8009 (Part 1)-1976 RA 2003 Fig. 9. This has been cross-checked with the settlement computed from the classical analysis as sum of the elastic settlement and consolidation settlement.

Elastic settlement has been computed using the following equation [Clause 9.2.3 of IS 8009 Part

1-1976 RA 2003](3).

Si =qB ' (1 − μ 2 )

EIdf dr

where: Si = immediate (elastic) settlement B = foundation width, B’ = B/2 μ = Poisson’s ratio q = applied bearing pressure E = modulus of elasticity df = depth factor dr = rigidity factor I = influence factor at corner of rectangular loaded area (B’x L’) 5.5 Recommended Net Allowable Bearing Pressures

The following table presents our recommended values of net allowable bearing pressure for the

facilities planned at the Raw Water Reservoir area:

Recommended Net Allowable Bearing Pressure, T/m2

Location Foundation

Embedment Depth, m Total settlement

= 25 mm Total settlement

= 40 mm

Proposed Modulus of Subgrade Reaction

(kN/m3)

1.5 8.4 13.5 3300 Raw Water Pump House 2.5 10.3 16.5 4100

The following points are highlighted with reference to the above-recommended safe net bearing

pressures:

1. The above values include a bearing capacity safety factor of 2.5. The appropriate value of net bearing pressure may be selected depending upon the permissible settlement.

2. Net bearing pressures for foundations at intermediate depths may be interpolated linearly

between the values given above.

(3) Bowles, J.E. (1996), “Foundation Analysis and Design”, International Edition, pp. 303-317.


3. The soils at foundation level should be compacted thoroughly prior to construction to ensure that

there are no loose soil pockets below the foundation.

4. The suggested modulus of sub grade reaction (k) has been estimated as the ratio of the computed net bearing pressure and corresponding total settlement, and is applicable at centre of the loaded area4.

5.6 Definition of Gross and Net Bearing Pressure

For the purposes of this report, the net allowable bearing pressure should be calculated as the

difference between total load on the foundation and the weight of the soil overlying the foundation divided by the effective area of the foundation. The gross bearing pressure is the total pressure at the foundation level including overburden pressure and surcharge load.

The following equations may be used –

qnet = [(Ps + Wf +Ws) / Af] - Sv qgross = qnet + Sv = (Ps + Wf + Ws) / Af

where: qnet = net allowable bearing pressure qgross = gross bearing pressure

Ps = superimposed static load on foundation Wf = weight of foundation Ws = weight of soil overlying foundation Af = effective area of foundation Sv = overburden pressure at foundation level prior to excavation for foundation.

It may please be noted that safe bearing pressures recommended in this report refer to “net

values”. Where filling is done, it should be treated as a surcharge over the foundation. The advantage of this gross bearing pressure may be taken while designing the basement and other underground structures.

6.0 EMBANKMENT DESIGN AND CONSTRUCTION CONSIDERATIONS

6.1 Design Parameters

As per the details provided to us by TSPL, the planned levels are as follows: Reservoir embankment top level : RL 220.5 m Bed level : RL 212.5 m Maximum embankment height : 8.0 m The soils at site generally consist of silty sand / fine sand from the ground level to the maximum

explored depth of 15 m. The detailed description of the soil encountered at the borehole locations are presented in the respective soil profiles.

Based on the CD triaxial tests performed in our laboratory as well as field tests, we suggest the

following c & φ values (effective stress parameters) for design:

c = 0 kN/m2 and φ = 32 degrees

4 Bowles, J.E. (1996), "Foundation Analysis and Design Fifth Edition", The McGraw-Hill Companies Inc., pp. 503


Guidelines given in IS: 12169-1989 may be used for construction of the embankment. As per

Appendix-A of this code, the soil encountered at the raw water reservoir area may be treated as "Fairly Suitable to Suitable" for the construction of Homogeneous Dykes. If a clay core is planned, suitable material will have to be imported.

Since there is a marginal potential for liquefaction to about 1.5 m depth, the soils should be

excavated to 1.5 m depth and placed back in layers not exceeding 15 cm and compacted thoroughly. We recommend the following design parameters for analysis of the embankment:

c = 0 kN/m2 and φ = 32 degrees (from CD test) shall be adopted for slope stability analysis of embankment for steady seepage condition, seismic condition, sudden draw down condition etc as per IS: 7894.

Coefficient of permeability of 1.0 x 10-4 cm/sec may be adopted for seepage analysis.

Slope stability analysis and seepage analysis may be performed to ensure that the

embankments slopes are stable under all loading conditions. Due to the large size of the embankment base, shear failure is unlikely to occur. The safe

bearing pressure (as per the shear criteria) is likely to exceed 35-40 T/m2. We anticipate that about 80~90% of the settlement would occur during construction time itself.

6.2 Fill Placement and Compaction

Since the soils to 1.5 m depth are loose in condition with marginal liquefaction potential,

excavation should be carried out to 1.5 m depth. The exposed soils at 1.5 m depth should be watered and compacted adequately. The compaction may be done by proof-rolling the soils with a 10 Tonne vibratory roller.

The natural soils at the site are suitable for use as fill material. For effective compaction of sand

and silty sand, a vibratory roller is suitable equipment. We suggest the use of a 10-tonne vibratory roller In open areas, the sand may be placed in layers not exceeding 15 to 20 cm thickness at ±1% of

the optimum moisture content. In confined areas, the thickness of the layers should be limited to 10 to 20 cm. Compaction should be done to at least 95 percent of the maximum density determined by the Standard Proctor Test (IS 2720 Part VII – 1980 RA 2011).

6.3 Chemical Attack

Results of chemical test on selected soil and water samples are presented on Plate 137. The results indicate that the soils contain 0.10-0.11 percent sulphates and 0.03-0.05 percent chlorides. The groundwater contains 295-340 mg / litre of sulphates and 45-95 mg / litre of chlorides. The pH value of soil is 7.5-7.7 and that of groundwater is 7.5-8.0 indicating nearly neutral condition.

IS: 456-2000 recommends that precautions should be taken against chemical degradation of

concrete if

the sulphates content of the soils exceeds 0.2 percent or, the groundwater contains more than 300 mg per litre of sulphates (SO3).

Comparing the test results with these specified limits, the sulphate content of the soils is less

than the specified limits while that of the groundwater is above the specified limit. Reviewing the test results as per IS: 456-2000, the strata at site may be considered under

Class-2 category as per IS: 456-2000.


In our opinion, the groundwater at site is marginally aggressive to foundation concrete. To limit

the potential for long term chemical degradation, it should be ensured that the foundation concrete is coherent, of good quality, and of low permeability. We recommend the following measures to limit the potential for chemical attack:

(1) Foundation concrete should contain minimum cement content of 330 kg/m3 of cement.

(2) Water cement ratio in foundation concrete should not exceed 0.50.

(3) A clear concrete cover over the reinforcement steel of at least 50 mm should be provided for all foundations.

(4) Foundation concrete should be densified adequately using a vibrator so as to form a dense impervious mass.

(5) Honey-combing or other construction defects could cause seepage of water into the concrete and acceleration of corrosion; to avoid this, good quality impermeable concrete should be ensured.

7.0 VARIABILITY IN SUBSURFACE CONDITIONS

Subsurface conditions encountered during construction may vary somewhat from the conditions

encountered during the site investigation. In case significant variations are encountered during construction, we request to be notified so that our engineers may review the recommendations in this report in light of these variations.

Plan of Field Investigations

BH 1

N

BH 2

BH 3

BH 4 BH 15

BH 14

BH 13

BH 5

BH 6BH 9

BH 7

BH 8

FPT-1

FPT-2

PZM-1

PZM-2

TP-2

TP-1

TP-3

TP-4

TP-5

TP-6

TP-7

BH 10 BH 11

BH 12

SYMBOL TYPE OF TEST

Borehole (BH)

Trial Pit (TP)

L E G E N D

Piezometer Test (PZM)

Field Permeability Test (FPT)

Proposed Raw Water Reservoir at TSPL, Punjab M/s. Talwandi Sabo Power Ltd.

Project No. 217101 Plate 1 of 137

Satellite Image of Site and Test Locations Accuracy of hand-held GPS device generally ranges from 4-6m, and varies depending on the availability of satellite connection at the siteTest Locations marked as per GPS coordinates taken on site using hand-held Garmin ® deviceSatellite image taken from Google Earth ®

N



SPT (N) Value

SPT (N) Value

0 to 2

2 to 4

4 to 8

8 to 15

15 to 30

> 30

Degree of Expansion

Low

Medium

High

Very High

35 - 50

20 - 35

Liquid Limit

< 15

15 -30

< 12

12 - 23

< 50

50 -100

100 - 200

> 200

30 - 60

Engineering Description of Soils

> 60

23 - 32

> 3270 - 90

50 - 70

Free Swell Percent

Degree of Expansion of Fine Grained Soils

> 2.0

Plasticity Index

Density Descriptor

Plasticity Chart

Static Cone Tip Resistance kg/sq.cm

Density Condition of Granular Soils

Degree of Severity

0.5 to 1.0

Hard

< 0.1

1.0 to 2.0

0.1 to 0.25

0.25 to 0.5

Shrinkage Index

Very Stiff

Stiff

Severe

Critical

Marginal

Non-critical

Plasticity of Clay

Plasticity Liquid Limit

Low Plastic

Medium Plastic

High Plastic

< 35

35 to 50

> 50

Consistency of Cohesive Soils

Firm/Medium

Soft

Consistency Cohesion Intercept, kg/sq.cm

Very SoftVery Loose

Loose

Medium Dense

Dense

Very dense

0 to 4

4 to 10

10 to 30

30 to 50

> 50

< 20

20 to 40

40 to 120

120 to 200

> 200



NABL Accredited Laboratory

Our laboratory is accredited to National Accreditation Board for Testing and Calibration Laboratories (NABL), New Delhi. The quality procedures in our laboratory conform to the International Standard ISO/IEC: 17025-2005.

The accreditation assures our clients of work quality in conformance with international norms and practices. It authorizes us to use the NABL logo on test results.

To maintain the necessary level of quality and reliability in all measurements on a continual basis, we indulge in the following:

Use of calibrated equipment, regular maintenance and good housekeeping are a part of our work culture.

Inter-laboratory comparison, proficiency testing and replicate testing, continuing education - ensure uniform quality of results.

Internal Audit of quality procedures is done by our qualified ISO 17025 auditors to maintain the requisite standards. NABL conducts external audit.

Uncertainty

Every measurement entails an uncertainty. It is well known that no measuring instrument can determine the true value of any measurement. The cumulative effect of factors such as sensitivity of equipment, accuracy in calibration, human factors and environmental conditions will determine the overall uncertainty in the parameter determined from these measurements.

As a part of our commitment to our clients, we have worked out the uncertainty in the parameters reported by our laboratory. Although this does not form a part of our contract agreement, we present below our statistical estimate of uncertainty of various parameters based on our most recent evaluation (December, 2016).

Test / Parameter Uncertainty* Test / Parameter Uncertainty*

Moisture Content ± 0.28% Free Swell Index, % ± 0.4%

Bulk & Dry Density ± 0.05 g/cc Swell Pressure ± 0.43 kg/cm2

Specific Gravity ± 0.014 Pressure ± 0.03 kg/cm2

Liquid Limit Consolidation

Void Ratio ±0.01

Plastic Limit ± 0.30%

Shrinkage Limit ± 0.40%

Density Index (relative density) of cohesionless soils ± 5 %

Unconfined Compression c ± 0.052 kg/cm2 CD Direct Shear

Test ± 0.52 degrees

c ± 0.01 kg/cm2 UU Triaxial Test

± 0.44 degree Soil Gradation ± 0.4% of particle size

MDD ± 0.03 g/cc Coefficient of Permeability ± 1.0% Std/Mod Proctor Compaction

OMC ± 0.29% Crushing Strength

2.3 kg/cm2

Laboratory CBR ± 1.6% Rock

Point Load Strength Index

0.017 kg/cm2

* at 95 percent confidence level for coverage factor of 2

Uncertainty in Laboratory Measurements



Location : Boring Method :

UTM Coordinates : Casing Depth :

Survey Coordinates : Boring Start :

Chainage : Boring Finish :

From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

0.00 0.50 DS1 #N/A 2 56 34 8 ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A

0.50 0.95 SPT1 11 20 1.50 8 54 31 7 ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A


2.25 2.55 UDS1 #N/A 0 85 15 0 ### #N/A 1.81 1.58 14.5 #N/A DS 0.5, 1.0, 1.5 0.0 31.1


4.50 4.95 SPT4 24 21 0 93 7 0 ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A 0 92 8 0 ### #N/A 1.94 1.62 19.4 #N/A DS 0.5, 1.0, 1.5 0.0 34.4

6.00 6.45 SPT5 29 23 0 91 9 0 ### #N/A #N/A #N/A 2.60 ### #N/A #N/A #N/A

7.50 7.95 SPT6 36 26 8.00 ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A


9.00 9.45 SPT7 41 28 ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A


15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )

Shear TestsDensity and Moisture

m

3.95 m

Spe

cific

Gra

vity

Surface Elevation :

Termination Depth :Refer Plate-1

523972 E, 3311332 N

SPT (1)

- dense, 7.5 to 8.0 m

- medium dense, 4.5 to 7.5 m

Medium dense brown silty fine sand (SM)

Grain Size AnalysisDepth, m

Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION

Medium dense to dense brown fine sand (SP-SM)


- with traces of gravel, 0.0 to 0.5m - with gravel, 0.5 to 1.5 mStiff brown sandy silt, low plastic with traces of gravel (CL)

Dense brown silty fine sand (SM)

Atterberg Limits

Soil Profile (BH-1)Shell & Auger

15.0 m

01-Oct-17

03-Oct-17

Ground Water Depth :

Ground Water Level :

(1) SPT is outside NABL scope.







From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


m

3.95 m

Spe

cific

Gra

vity

Surface Elevation :


523972 E, 3311332 N

SPT (1) Grain Size AnalysisDepth, m

Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION

Atterberg Limits


15.0 m

01-Oct-17

03-Oct-17



11.25 11.55 DS3 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A





#N/A #N/A #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A ###







Very dense brown silty fine sand (SM)








From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

0.00 0.50 DS1 #N/A 1 90 9 0 ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A ###



2.25 2.55 UDS1 #N/A 0 90 10 0 ### #N/A 1.79 1.56 14.7 #N/A DS 0.5, 1.0, 1.5 0.0 30.3



5.25 5.55 UDS2 #N/A 0 89 11 0 ### #N/A 1.97 1.65 19.5 #N/A DS 0.5, 1.0, 1.5 0.0 35.0




9.00 9.45 SPT7 42 31 ### ### ### ### ### #N/A #N/A #N/A 2.61 ### #N/A #N/A #N/A


15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


0.50 m

Spe

cific

Gra

vity

Surface Elevation :


523945 E, 3311116 N

SPT (1)

- dense, 7.5 to 11.0 m



Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION


- with traces of gravel, 0.0 to 0.5 m

Atterberg Limits


15.0 m

24-Sep-17

24-Sep-17










From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


0.50 m

Spe

cific

Gra

vity

Surface Elevation :


523945 E, 3311116 N


Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION

Atterberg Limits


15.0 m

24-Sep-17

24-Sep-17















Very dense brown fine sand (SP-SM)








From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)


0.50 0.95 SPT1 8 14 0 87 13 0 #N/A #N/A #N/A ### #N/A #N/A #N/A


2.25 2.55 UDS1 #N/A 3.00 0 87 13 0 ### #N/A 1.82 1.57 15.7 #N/A DS 0.5, 1.0, 1.5 0.0 32.7



5.25 5.55 UDS2 #N/A ### ### ### ### ### #N/A 1.94 1.63 18.8 #N/A DS 0.5, 1.0, 1.5 0.0 33.0






15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


1.70 mGround Water Depth :


Refer Plate-1

523902 E, 3310812 N

Surface Elevation :

Termination Depth :

Sam

ple

No.

SPT (1)

- dense, 7.5 to 11.0 m


Sym

bol

Grain Size AnalysisDepth, m Atterberg Limits

Dep

th o

f Stra

ta (m

)

Loose to medium dense brown silty fine sand (SM)




- loose, 0.0 to 1.5 m

- with gravel, 0.0 to 0.5 m


15.0 m

25-Sep-17

25-Sep-17

SOIL DESCRIPTION

Spe

cific

Gra

vity








From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )




Refer Plate-1

523902 E, 3310812 N

Surface Elevation :

Termination Depth :

Sam

ple

No.

SPT (1)

Sym

bol


Dep

th o

f Stra

ta (m

)


15.0 m

25-Sep-17

25-Sep-17

SOIL DESCRIPTION

Spe

cific

Gra

vity













Dense to very dense brown fine sand (SP-SM)

- dense, 11.0 to 13.5 m

- very dense, 13.5 to 15.45 m








From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)




2.25 2.55 UDS1 #N/A 0 94 6 0 ### #N/A 1.80 1.55 16.3 2.61 DS 0.5, 1.0, 1.5 0.0 31.1



5.25 5.55 UDS2 #N/A 1 88 11 0 ### #N/A 1.96 1.63 20.2 #N/A DS 0.5, 1.0, 1.5 0.0 35.1






Sw

ellin

g P

ress

ure

(kg/

cm2 )


1.90 m

Free

Sw

ell I

ndex

, (%

)

Dep

th o

f Stra

ta (m

)



523848 E, 3310564 N

Surface Elevation :

Atterberg LimitsDepth, m

Sam

ple

No.

Sym

bol

SPT (1)

SOIL DESCRIPTION

- dense, 6.0 to 11.0 m



Spe

cific

Gra

vity





Grain Size Analysis


15.0 m

26-Sep-17

26-Sep-17

Refer Plate-1 Termination Depth : 15.45 m ( m)








From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

Sw

ellin

g P

ress

ure

(kg/

cm2 )


1.90 m

Free

Sw

ell I

ndex

, (%

)

Dep

th o

f Stra

ta (m

)



523848 E, 3310564 N

Surface Elevation :

Atterberg LimitsDepth, m

Sam

ple

No.

Sym

bol

SPT (1)

SOIL DESCRIPTION

Spe

cific

Gra

vity

Grain Size Analysis


15.0 m

26-Sep-17

26-Sep-17

Refer Plate-1 Termination Depth : 15.45 m ( m)





















From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)




2.25 2.55 UDS1 #N/A 0 90 10 0 ### #N/A 1.81 1.58 14.3 #N/A DS 0.5, 1.0, 1.5 0.0 32.0



5.25 5.55 UDS2 #N/A 0 94 6 0 ### #N/A 1.98 1.61 23.2 #N/A DS 0.5, 1.0, 1.5 0.0 32.8






Termination Depth : 15.45 m ( m)

2.90 m

Sw

ellin

g P

ress

ure

(kg/

cm2 )


Free

Sw

ell I

ndex

, (%

)

Dep

th o

f Stra

ta (m

)Medium dense to dense brown fine sand (SP-SM)

Refer Plate-1

524158 E, 3310708 N

- dense, 7.5 to 11.0 m



Surface Elevation :

Atterberg LimitsSPT (1)



Sym

bol

Soil Profile (BH-5)

SOIL DESCRIPTION


Sam

ple

No.

Shell & Auger

15.0 m

27-Sep-17

27-Sep-17

Spe

cific

Gra

vity












From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

Termination Depth : 15.45 m ( m)

2.90 m

Sw

ellin

g P

ress

ure

(kg/

cm2 )


Free

Sw

ell I

ndex

, (%

)

Dep

th o

f Stra

ta (m

)

Refer Plate-1

524158 E, 3310708 N Ground Water Depth :


Surface Elevation :

Atterberg LimitsSPT (1)

Sym

bol

Soil Profile (BH-5)

SOIL DESCRIPTION


Sam

ple

No.

Shell & Auger

15.0 m

27-Sep-17

27-Sep-17

Spe

cific

Gra

vity





















From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)


0.50 0.95 SPT1 8 14 1.50 0 22 66 12 29.3 21.5 7.8 #N/A #N/A #N/A ### #N/A #N/A #N/A


2.25 2.55 UDS1 #N/A 3.00 0 85 15 0 ### #N/A 1.89 1.61 17.7 #N/A DS 0.5, 1.0, 1.5 0.0 33.2



5.25 5.55 UDS2 #N/A 0 89 11 0 ### #N/A 2.00 1.68 19.4 #N/A DS 0.5, 1.0, 1.5 0.0 35.4






15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


2.13 m

Spe

cific

Gra

vity

Surface Elevation :


524266 E, 3310954 N

SPT (1)

- dense, 7.5 to 11.0 m


Stiff brown sandy silt, low plastic (CL)


Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION





Atterberg Limits


15.0 m

29-Sep-17

30-Sep-17










From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


2.13 m

Spe

cific

Gra

vity

Surface Elevation :


524266 E, 3310954 N


Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION

Atterberg Limits


15.0 m

29-Sep-17

30-Sep-17























From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)




2.25 2.55 UDS1 #N/A 0 95 5 0 ### #N/A 1.83 1.55 18.0 #N/A DS 0.5, 1.0, 1.5 0.0 30.2



5.25 5.55 UDS2 #N/A 0 95 5 0 ### #N/A 2.00 1.62 23.4 #N/A DS 0.5, 1.0, 1.5 0.0 32.5






15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


2.40 m

Spe

cific

Gra

vity

Surface Elevation :


524258 E, 3311230 N

SPT (1)

- dense, 7.5 to 11.0 m



Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION




Atterberg Limits


15.0 m

30-Sep-17

01-Oct-17










From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


2.40 m

Spe

cific

Gra

vity

Surface Elevation :


524258 E, 3311230 N


Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION

Atterberg Limits


15.0 m

30-Sep-17

01-Oct-17
















- dense, 11.0 to 13.5 m









From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)




2.25 2.55 UDS1 #N/A 3.00 0 88 12 0 ### #N/A 1.89 1.62 17.2 #N/A DS 0.5, 1.0, 1.5 0.0 33.2



5.25 5.55 UDS2 #N/A 0 88 12 0 ### #N/A 1.98 1.63 21.3 #N/A DS 0.5, 1.0, 1.5 0.0 34.6






15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )




Refer Plate-1

524103 E, 3311163 N

Surface Elevation :

Termination Depth :

Sam

ple

No.

SPT (1)


- dense, 10.5 to 11.0 m


Sym

bol


Dep

th o

f Stra

ta (m

)

Mediumd dense brown silty fine sand (SM)


Medium dense brown fine sand (SP-SM)


15.0 m

21-Sep-17

22-Sep-17

SOIL DESCRIPTION

Spe

cific

Gra

vity








From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )




Refer Plate-1

524103 E, 3311163 N

Surface Elevation :

Termination Depth :

Sam

ple

No.

SPT (1)

Sym

bol


Dep

th o

f Stra

ta (m

)


15.0 m

21-Sep-17

22-Sep-17

SOIL DESCRIPTION

Spe

cific

Gra

vity





















From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

0.00 0.50 DS1 #N/A 0.50 4 56 35 5 ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A

0.50 0.95 SPT1 12 #### 1.50 0 98 2 0 ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A


2.25 2.55 UDS1 #N/A 3.00 0 83 17 0 ### #N/A 1.88 1.57 19.9 #N/A DS 0.5, 1.0, 1.5 0.0 29.9



5.25 5.55 UDS2 #N/A 5 85 10 0 ### #N/A 1.99 1.66 19.8 #N/A DS 0.5, 1.0, 1.5 0.0 32.8






15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )




Refer Plate-1

524091 E, 3310918 N

Surface Elevation :

Termination Depth :

Sam

ple

No.

SPT (1)

Sym

bol


Dep

th o

f Stra

ta (m

)

- dense, 9.0 to 11.0 m




Medium dense brown fine sand (SP)



15.0 m

22-Sep-17

23-Sep-17

SOIL DESCRIPTION

Spe

cific

Gra

vity








From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )




Refer Plate-1

524091 E, 3310918 N

Surface Elevation :

Termination Depth :

Sam

ple

No.

SPT (1)

Sym

bol


Dep

th o

f Stra

ta (m

)


15.0 m

22-Sep-17

23-Sep-17

SOIL DESCRIPTION

Spe

cific

Gra

vity














- dense, 11.0 to 13.5 m









From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)




2.25 2.55 UDS1 #N/A 0 7 71 22 34.3 21.3 13.0 1.82 1.55 17.6 #N/A DS 0.5, 1.0, 1.5 0.0 30.7



5.25 5.55 UDS2 #N/A 0 89 11 0 ### #N/A 2.01 1.66 21.2 #N/A DS 0.5, 1.0, 1.5 0.0 33.1






15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


1.55 m

Grain Size Analysis

Dep

th o

f Stra

ta (m

)

Surface Elevation :

Termination Depth :

SPT (1)




Depth, m

Sam

ple

No.

- dense, 9.0 to 11.0 m

Sym

bol

SOIL DESCRIPTION

Spe

cific

Gra

vity

- very stiff, 4.5 to 5.0 m

- stiff, 1.5 to 4.5 m


Stiff to very stiff brown clayey silt, medium plastic (CI)

Atterberg Limits


15.0 m

09-Oct-17

09-Oct-17



Refer Plate-1

524068 E, 3311321 N








From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


1.55 m

Grain Size Analysis

Dep

th o

f Stra

ta (m

)

Surface Elevation :

Termination Depth :

SPT (1)Depth, m

Sam

ple

No.

Sym

bol

SOIL DESCRIPTION

Spe

cific

Gra

vity

Atterberg Limits


15.0 m

09-Oct-17

09-Oct-17



Refer Plate-1

524068 E, 3311321 N





















From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)




2.25 2.55 UDS1 #N/A 3.00 0 83 17 0 ### #N/A 1.81 1.54 17.4 #N/A DS 0.5, 1.0, 1.5 0.0 32.9



5.25 5.55 UDS2 #N/A 0 90 10 0 ### #N/A 2.00 1.63 22.9 #N/A DS 0.5, 1.0, 1.5 0.0 31.7






15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


2.86 m

Spe

cific

Gra

vity

Surface Elevation :


524223 E, 3311309 N

SPT (1)

- dense, 7.5 to 11.0 m



Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION


Medium dense to very dense brown fine sand (SP-SM)


Atterberg Limits


15.0 m

07-Oct-17

07-Oct-17










From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


2.86 m

Spe

cific

Gra

vity

Surface Elevation :


524223 E, 3311309 N


Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION

Atterberg Limits


15.0 m

07-Oct-17

07-Oct-17























From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)




2.25 2.55 UDS1 #N/A 3.00 2 53 37 8 ### #N/A 1.82 1.62 12.1 #N/A DS 0.5, 1.0, 1.5 0.0 32.2



5.25 5.55 UDS2 #N/A 0 88 12 0 ### #N/A 1.98 1.62 22.5 #N/A DS 0.5, 1.0, 1.5 0.0 36.6






15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


5.20 m

Spe

cific

Gra

vity

Surface Elevation :


524308 E, 3311111 N

SPT (1)

- dense, 7.5 to 11.0 m



Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION




- loose, 0.0 to 1.5 m


Atterberg Limits


15.0 m

06-Oct-17

06-Oct-17










From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


5.20 m

Spe

cific

Gra

vity

Surface Elevation :


524308 E, 3311111 N


Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION

Atterberg Limits


15.0 m

06-Oct-17

06-Oct-17















Very dense brow fine sand (SP-SM)








From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)




2.25 2.55 UDS1 #N/A 0 90 10 0 ### #N/A 1.86 1.62 14.5 #N/A DS 0.5, 1.0, 1.5 0.0 33.3



5.25 5.55 UDS2 #N/A 0 93 7 0 ### #N/A 2.00 1.67 19.6 #N/A DS 0.5, 1.0, 1.5 0.0 32.5






15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


4.70 m

Spe

cific

Gra

vity

Surface Elevation :


524309 E, 3310791 N

SPT (1)



Sam

ple

No.

Dep

th o

f Stra

ta (m

)

- dense, 9.0 to 11.0 m

Sym

bol

SOIL DESCRIPTION



Stiff brown sandy silt with gravel, low plastic (CL)

Atterberg Limits


15.0 m

05-Oct-17

06-Oct-17










From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


4.70 m

Spe

cific

Gra

vity

Surface Elevation :


524309 E, 3310791 N


Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION

Atterberg Limits


15.0 m

05-Oct-17

06-Oct-17
















- dense, 11.0 to 13.5 m









From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)




2.25 2.55 UDS1 #N/A 0 48 47 5 ### #N/A 1.83 1.66 10.3 #N/A DS 0.5, 1.0, 1.5 0.0 32.5



5.25 5.55 UDS2 #N/A 6.00 0 81 19 0 ### #N/A 1.97 1.68 17.5 #N/A DS 0.5, 1.0, 1.5 0.0 34.7






15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


5.07 m

Spe

cific

Gra

vity

Surface Elevation :


524090 E, 3310606 N

SPT (1)

Medium dense to dense brown fine sand with gravel (SP-SM)




Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION



- loose, 0.0 to 3.0 m


- dense, 7.5 to 11.0 m

Atterberg Limits


15.0 m

05-Oct-17

05-Oct-17










From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )


5.07 m

Spe

cific

Gra

vity

Surface Elevation :


524090 E, 3310606 N


Sam

ple

No.

Dep

th o

f Stra

ta (m

)

Sym

bol

SOIL DESCRIPTION

Atterberg Limits


15.0 m

05-Oct-17

05-Oct-17
















- dense, 11.0 to 13.5 m









From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)




2.25 2.55 UDS1 #N/A 0 85 15 0 ### #N/A 1.83 1.63 12.3 #N/A DS 0.5, 1.0, 1.5 0.0 36.8



5.25 5.55 UDS2 #N/A 1 80 19 0 ### #N/A 1.98 1.66 18.9 #N/A DS 0.5, 1.0, 1.5 0.0 33.5






15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )




Refer Plate-1

523985 E, 3310463 N

Surface Elevation :

Termination Depth :

Sam

ple

No.

SPT (1)

Dense brown fine sand (SP-SM)


Sym

bol


Dep

th o

f Stra

ta (m

)



15.0 m

04-Oct-17

04-Oct-17

SOIL DESCRIPTION

Spe

cific

Gra

vity








From

To Fiel

d V

alue

, Nf

Cor

rect

ed V

alue

, N

"

Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%

)B

ulk

Den

sity

(g

ms/

cm3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Con

finin

g P

ress

ures

(k

g/cm

2 )

Coh

esio

n In

terc

ept,

'c'

(kg/

cm2 )

Ang

le o

f Int

erna

l Fr

ictio

n,

(deg

rees

)

15.45 m ( m)

Free

Sw

ell I

ndex

, (%

)S

wel

ling

Pre

ssur

e (k

g/cm

2 )




Refer Plate-1

523985 E, 3310463 N

Surface Elevation :

Termination Depth :

Sam

ple

No.

SPT (1)

Sym

bol


Dep

th o

f Stra

ta (m

)


15.0 m

04-Oct-17

04-Oct-17

SOIL DESCRIPTION

Spe

cific

Gra

vity














- dense, 11.0 to 13.5 m





SYMBOL

Summary of Borehole Profiles

L E G E N DDESCRIPTION

Silty sand (SM)Fine sand (SP-SM)Water table

0

4

8

12

16

20

Dep

th, m

15.45m

N-Value

14

BH-2RL: 220.8 m

19

19

26

29

37

42

50

55

63

77

2.0

15.45m

N-Value

10

BH-4RL: 220.8 m

11

16

19

33

32

38

47

54

58

63

2.0

15.45m

N-Value

16

BH-5RL: 220.8 m

15

24

27

29

35

37

43

50

59

67

1.5

15.45m

N-Value

11

BH-1RL: 220.8 m

14

18

24

29

36

41

47

54

61

66

2.0

4.5

8.0

3.0

15.45m

N-Value

8

BH-3RL: 220.8 m

11

18

20

26

32

34

37

43

53

59

1.5

15.45m

N-Value

8

BH-6RL: 220.8 m

17

18

18

26

31

40

46

53

62

68

3.0



SYMBOLL E G E N D

DESCRIPTION



0

4

8

12

16

20

Dep

th, m

3.0

15.45m

N-Value

6

BH-12RL: 220.8 m

12

17

20

28

33

37

45

50

56

62

1.5

15.45m

N-Value

12

BH-7RL: 220.8 m

16

19

25

28

31

39

44

49

61

57

1.5

15.45m

N-Value

10

BH-8RL: 220.8 m

18

16

18

17

19

24

50

59

70

76

3.0

5.0

1.5

15.45m

N-Value

12

BH-9RL: 220.8 m

13

16

18

21

30

32

40

41

59

68

0.5

3.0

5.0

15.45m

N-Value

8

BH-10RL: 220.8 m

9

12

20

23

29

33

43

52

57

63

1.5

3.0

15.45m

N-Value

8

BH-11RL: 220.8 m

14

17

23

28

41

42

51

57

64

69

1.5



SYMBOLL E G E N D

DESCRIPTION



0

4

8

12

16

20

Dep

th, m

4.5

15.45m

N-Value

10

BH-13RL: 220.8 m

12

14

18

25

30

38

44

47

55

59

3.0

15.45m

N-Value

6

BH-14RL: 220.8 m

7

21

24

27

33

40

44

48

55

60

1.5

15.45m

N-Value

12

BH-15RL: 220.8 m

14

19

25

24

30

33

37

45

51

60



PHOTOGRAPH

Trial Pit Log: TP-1

0.0

0.5

1.0

1.5

2.0

Dep

th, m

PLAN VIEW

2.0 m

3.0

m

GL

DS-1 (1.0m)

UDS-1 (1.0m)

Grey fine sand (SP-SM)

SECTIONAL VIEW

2.5

3.0

DS-2 (2.0m)

3.5

UDS-2 (2.0m)

DS-3 (3.0m)

UDS-3 (3.0m)

3.0 m

3.0m

DS : Disturbed Sample

L E G E N D

UDS : Undisturbed Sample

: Water Table

Note: Soil classification is preliminary and visual assessment in the field only.Final borelogs shall be submitted on completion of laboratory test program.



Trial Pit Log: TP-2

PHOTOGRAPH

0.0

0.5

1.0

1.5

2.0

Dep

th, m

PLAN VIEW

2.0 m

3.0

m

GL

DS-1 (1.0m)

UDS-1 (1.0m)


SECTIONAL VIEW

2.5

3.0

DS-2 (2.0m)

3.5

UDS-2 (2.0m)

DS-3 (3.0m)

UDS-3 (3.0m)

3.0 m

3.0

3.5mDS : Disturbed Sample

L E G E N D


: Water Table

Grey silty fine sand (SM)




PHOTOGRAPH

Trial Pit Log: TP-3

0.0

0.5

1.0

1.5

2.0

Dep

th, m

PLAN VIEW

GL

DS-1 (1.0m)

UDS-1 (1.0m)


SECTIONAL VIEW

2.5

3.0

DS-2 (2.0m)

3.5

UDS-2 (2.0m)

2.0 m

2.0

m

3.0 m


L E G E N D


: Water Table




Trial Pit Log: TP-4

PHOTOGRAPH

0.0

0.5

1.0

1.5

2.0

Dep

th, m

PLAN VIEW

2.0 m

3.0

m

GL

DS-1 (1.0m)

UDS-1 (1.0m)


SECTIONAL VIEW

2.5

3.0

DS-2 (2.0m)

3.5

UDS-2 (2.0m)

DS-3 (3.0m)

UDS-3 (3.0m)

3.0 m

2.0m

3.5m


L E G E N D


: Water Table





PHOTOGRAPH

Trial Pit Log: TP-5

0.0

0.5

1.0

1.5

2.0

Dep

th, m

PLAN VIEW

GL

DS-1 (1.0m)

UDS-1 (1.0m)


SECTIONAL VIEW

2.5

3.0

DS-2 (2.0m)

3.5

UDS-2 (2.0m)

2.0 m

2.0

m

3.0 m

2.5m


L E G E N D


: Water Table




PHOTOGRAPH

Trial Pit Log: TP-6

0.0

0.5

1.0

1.5

2.0

Dep

th, m

PLAN VIEW

GL

DS-1 (1.0m)

UDS-1 (1.0m)


SECTIONAL VIEW

2.5

3.0

DS-2 (2.0m)

3.5

UDS-2 (2.0m)

2.5m

2.0 m

2.0

m

3.0 m


L E G E N D


: Water Table




Trial Pit Log: TP-7

PHOTOGRAPH

0.0

0.5

1.0

1.5

2.0

Dep

th, m

PLAN VIEW

2.0 m

3.0

m

GL

DS-1 (1.0m)

UDS-1 (1.0m)


SECTIONAL VIEW

2.5

3.0

DS-2 (2.0m)

3.5

UDS-2 (2.0m)

DS-3 (3.0m)

UDS-3 (3.0m)

3.0 m

3.5m


L E G E N D


: Water Table




Symbol

Field SPT Values vs. Depth

Borehole Number

BH-6

BH-1

Refer Plate-1

BH-5BH-4BH-3BH-2

Standard Penetration Test IS : 2131-1981, RA-2007

Location

Borehole Details

0

4

8

12

16

20

0 20 40 60 80 100

Field SPT Value (N)

Dep

th, m



Symbol

Borehole Number

BH-1

Refer Plate-1

Corrected SPT Values vs. Depth

BH-4

BH-2BH-3

Standard Penetration Test

BH-6BH-5

IS : 2131-1981, RA-2007

Borehole Details

Location

0

4

8

12

16

20

0 20 40 60 80 100

Corrected SPT Value (N")

Dep

th, m



Symbol

IS : 2131-1981, RA-2007

Location

Borehole Details


Refer Plate-1

Borehole Number

BH-12BH-11BH-10BH-9BH-8BH-7

Field SPT Values versus Depth

0

4

8

12

16

20

0 20 40 60 80 100

Field SPT Value (N)

Dep

th, m



Symbol

IS : 2131-1981, RA-2007

Borehole Details

LocationBorehole Number


BH-12BH-11

BH-8BH-9

Refer Plate-1

BH-7

Corrected SPT Values versus Depth

BH-10

0

4

8

12

16

20

0 20 40 60 80 100


Dep

th, m



Symbol

Borehole Number

BH-15

Location

Field SPT Values versus Depth


Borehole Details

BH-14BH-13

Refer Plate-1

0

4

8

12

16

20

0 20 40 60 80 100

Field SPT Value (N)

Dep

th, m



Symbol

Borehole Number

BH-13

Location

Corrected SPT Values versus Depth


Borehole Details

BH-14BH-15

Refer Plate-1

0

4

8

12

16

20

0 20 40 60 80 100


Dep

th, m



Liquefaction Susceptibility Assessment

0

2

4

6

8

10

12

14

16

0 10 20 30 40 50 60 70 80

Corrected SPT Value (N)

Dep

th, m

BH-1 BH-2BH-3 BH-4BH-5 BH-6BH-7 BH-8BH-9 BH-10BH-11 BH-12BH-13 BH-14BH-15 As per IS Code

Limit for Liquefaction Susceptibility as per

IS: 1893 (Part-1)-2016



Sl. No.

Time in Minutes

Water Level in Intake

Pipe,cm

Head, cm

Sl. No.

Time in Minutes


Pipe,cm

Head, cm

1 0.0 0.0 3452 0.3 52.0 2933 1.0 107.0 2384 2.0 150.0 1955 3.0 186.0 1596 5.0 216.0 1297 7.0 246.0 998 10.0 260.0 859 15.0 272.0 73

10 20.0 282.0 6311 25.0 290.0 5512 30.0 297.0 4813 40.0 314.0 3114 50.0 320.0 2515 60.0 324.0 2116 75.0 328.0 1717 90.0 331.0 14

k = Coefficient of Permeability =

Where:L = 50.0 cm d = 15.0 cm

2L/d = 6.67 R = 7.5 cmh1/ho = 0.07 t1 = 47.8 minutesh2/ho = 0.04 t2 = 90 minutesh1/h2 = 1.842

2.6E-04 cm/sec

Determination of Coefficient of Permeability (1)

Depth of Water Table :

Field Permeability Test No.: 1By Falling Head Method

IS: 5529-Part-1-1985, RA-2009

Borehole No. : Location :

Co-ordinates : 3310812N, 523902 E

Soil Classification :

Depth of Borehole : Depth of bottom of casing below EGL :

Diameter of Intake Pipe : Length of Test Section :

5.0 m4.50 m

Fine sand

Height of Casing above GL : Hydraulic Head at Start of test :

15.0 cm50.0 cm1.7 m1.75 m345 cm

Test Details

k =

BH : 3Refer Plate-1

d2

8L(t2 t1)ln

2Ld

lnh1

h2

Dia of Intake Pipe: 15 cm

4.5

m

Test

Sec

tion:

50

cm

EGL

1.75

m

5 m

[email protected] m

Calculations based on semilog plot of Head Ratio vs. Time, as per IS:5529 (Part-I)



Semi-Log Plot of Head Ratio Vs Time (1)

Test Details

Depth of Borehole : Calculated value of k :

5.0

By Falling Head MethodField Permeability Test No.: 1

(IS: 5529-Part-1-1985, RA-2009)

2.6E-04

Co-ordinates : 3310812N, 523902 E


BH : 3Refer Plate-1

0.01

0.10

1.000 20 40 60 80 100

Time in Minutes

Hea

d R

atio



Sl. No.

Time in Minutes


Pipe,cm

Head, cm

Sl. No.

Time in Minutes


Pipe,cm

Head, cm

1 0.0 0.0 333 19 80.0 212.0 1212 1.0 52.0 281 20 90.0 216.0 1173 2.0 84.0 2494 3.0 107.0 2265 5.0 138.0 1956 7.0 150.0 1837 10.0 154.0 1798 15.0 160.0 1739 20.0 165.0 168

10 25.0 171.0 16211 30.0 174.0 15912 35.0 179.0 15413 40.0 183.0 15014 45.0 187.0 14615 50.0 190.0 14316 55.0 195.0 13817 60.0 201.0 13218 70.0 205.0 128

k = Coefficient of Permeability =

Where:L = 50.0 cm d = 15.0 cm

2L/d = 6.67 R = 7.5 cmh1/ho = 0.44 t1 = 41.2 minutesh2/ho = 0.33 t2 = 90.4 minutesh1/h2 = 1.336

1.0E-04 cm/sec

Determination of Coefficient of Permeability (2)

Depth of Water Table :

Field Permeability Test No.: 2By Falling Head Method

IS: 5529-Part-1-1985, RA-2009


Co-ordinates : 3310954N, 524266 E

Soil Classification :

Depth of Borehole : Depth of bottom of casing below EGL :

Diameter of Intake Pipe : Length of Test Section :

5.0 m4.50 m

Fine sand

Height of Casing above GL : Hydraulic Head at Start of test :

15.0 cm50.0 cm2.1 m1.20 m333 cm

Test Details

k =

BH : 6Refer Plate-1

d2

8L(t2 t1)ln

2Ld

lnh1

h2

Dia of Intake Pipe: 15 cm

4.5

m

Test

Sec

tion:

50

cm

EGL

1.2

m

5 m

[email protected] m

Calculations based on semilog plot of Head Ratio vs. Time, as per IS:5529 (Part-I)



Semi-Log Plot of Head Ratio Vs Time (2)

Test Details

Depth of Borehole : Calculated value of k :

5.0

By Falling Head MethodField Permeability Test No.: 2

(IS: 5529-Part-1-1985, RA-2009)

1.0E-04

Co-ordinates : 3310954N, 524266 E


BH : 6Refer Plate-1

0.10

1.000 20 40 60 80 100

Time in Minutes

Hea

d R

atio



Not to Scale

Casagrande Piezometer Sketch

E.G.L.

Borehole Dia 150 mm / 100 mm

Cassagrande Piezometer

15.0

m

Box

Top CapLock

1.0

m

Concrete Plug

Gravel & Sand

Cement + Bentonite Seal

3.0m

bel

ow E

GL

Pea Gravel

80cm

50~65mm PVC Pipe



3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4-Oct-

17

4-Oct-

17

5-Oct-

17

5-Oct-

17

6-Oct-

17

6-Oct-

17

7-Oct-

17

7-Oct-

17

8-Oct-

17

Date of Reading

Dep

th o

f Gro

undw

ater

, m

PIZ-1

Plot of measured groundwater levels at Pizometer (PZM-1) Location

Piezometer No:-PIZ-1Co-ordinates: 3311332N, 523972E



2.50

2.70

2.90

3.10

3.30

3.50

3.70

3.90

4.10

4.30

28-S

ep-17

29-S

ep-17

30-S

ep-17

1-Oct-

17

2-Oct-

17

3-Oct-

17

4-Oct-

17

5-Oct-

17

6-Oct-

17

7-Oct-

17

8-Oct-

17

Date of Reading

Dep

th o

f Gro

undw

ater

, m

PIZ-2

Plot of measured groundwater levels at Piezometer(PZM-2) Location

Piezometer No:-PIZ-2Co-ordinates: 3310708N, 524158E



L I Q U I D L I M I T, WL

Plasticity Chart

Atterberg TestIS : 2720 (Part-5)-1985, RA-2010

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit, (%)

Plas

ticity

Inde

x, Ip

(%)

A Line BH-6

BH-10 BH-11

BH-13 BS1

BS2CL-ML MI or OI

CHCI

MH or OH

CL

ML or OLML

A-Line : 0.73(LL-20)



Sample Location :

11.7

1.89

Sandy Silt

0.00

BS-1

Optimum Moisture Content, % :

Maximum Dry Density, g/cm3 :

Sample Description :

Sample Depth :

Density vs. Moisture Content (BS-1)

IS : 2720 (Part-8) -1983, RA-2010

Test

R

esul

ts

Modified Proctor Compaction Test

Sam

ple

Det

ails

1.68

1.70

1.72

1.74

1.76

1.78

1.80

1.82

1.84

1.86

1.88

1.90

1.92

4 6 8 10 12 14 16 18

Moisture Content, %

Dry

Den

sity

, (gm

/cc)



Sample Location :

11.4

1.88

Sandy Silt

0.00

BS-2




Sample Depth :


IS : 2720 (Part-8) -1983, RA-2010

Test

R

esul

ts


Sam

ple

Det

ails

1.70

1.72

1.74

1.76

1.78

1.80

1.82

1.84

1.86

1.88

1.90

1.92

4 6 8 10 12 14 16 18

Moisture Content, %

Dry

Den

sity

, (gm

/cc)



Sample Location :

12.2

1.75

Silty Sand

0.00

BS-3




Sample Depth :


IS : 2720 (Part-8) -1983, RA-2010

Test

R

esul

ts


Sam

ple

Det

ails

1.60

1.62

1.64

1.66

1.68

1.70

1.72

1.74

1.76

1.78

4 6 8 10 12 14 16 18 20

Moisture Content, %

Dry

Den

sity

, (gm

/cc)



Sample Location :

11.8

1.86

Silty Sand

0.00

BS-4




Sample Depth :


IS : 2720 (Part-8) -1983, RA-2010

Test

R

esul

ts


Sam

ple

Det

ails

1.72

1.74

1.76

1.78

1.80

1.82

1.84

1.86

1.88

1.90

4 6 8 10 12 14 16 18 20

Moisture Content, %

Dry

Den

sity

, (gm

/cc)



Sample No. Minimum density (gm/cc)

Maximum density (gm/cc)

B1 1.27 1.70

B2 1.29 1.72

B3 1.30 1.72

B4 1.30 1.67

Relative Density



Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %

ClayD60 D30 D10 Cu Cc

BH-1 0.00 2 56 34 8 0.154 0.048 0.003 51.3 4.99

BH-1 0.50 8 54 31 7 0.177 0.046 0.004 44.3 2.99

BH-1 1.50 1 34 51 14 0.065 0.010

BH-1 2.25 0 85 15 0 0.200 0.119

BH-1 3.00 0 85 15 0 0.220 0.153

Grain Size Distribution Curve

Silty fine sand (SM)


Silty fine sand with gravels (SM)

Sandy silt with traces of gravel (CL)

IS : 2720 (Part 4) - 1985, RA-2010Grain Size Analysis

Test ResultsSample Details

Sample Description

Silty fine sand with traces of gravel (SM)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

% F

iner

by

Wei

ght

Borehole No: 1 , Depth: 0 m

Borehole No: 1 , Depth: 0.5 m




Hydrometer Analysis Sieve Analysis

GRAVEL

FINE MEDIUMS I L T

COARSE

S A N DCLAY

FINE COARSE



Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-1 4.50 0 93 7 0 0.226 0.158 0.087 2.6 1.27

BH-1 5.25 0 92 8 0 0.221 0.158 0.086 2.6 1.31

BH-1 6.00 0 91 9 0 0.231 0.170 0.082 2.8 1.53

BH-1 8.25 0 85 15 0 0.201 0.120

BH-1 13.50 0 86 14 0 0.196 0.117




Fine sand (SP-SM)

Fine sand (SP-SM)



Sample Description

Fine sand (SP-SM)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght






GRAVELCOARSEFINE MEDIUM

S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-2 0.00 1 90 9 0 0.171 0.110 0.077 2.2 0.92

BH-2 0.50 0 88 12 0 0.176 0.109

BH-2 1.50 0 89 11 0 0.213 0.144

BH-2 2.25 0 90 10 0 0.226 0.162 0.080 2.8 1.45

BH-2 3.00 0 95 5 0 0.226 0.168 0.099 2.3 1.26


Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)



Sample Description

Fine sand (SP-SM)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-2 4.50 0 89 11 0 0.207 0.130

BH-2 5.25 0 89 11 0 0.225 0.160

BH-2 7.50 0 93 7 0 0.208 0.134 0.084 2.5 1.03

BH-2 10.50 0 93 7 0 0.213 0.144 0.086 2.5 1.13

BH-2 13.50 0 91 9 0 0.223 0.157 0.083 2.7 1.33


Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)



Sample Description

Fine sand (SP-SM)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-3 0.00 7 43 38 12 0.143 0.017

BH-3 0.50 0 87 13 0 0.206 0.129

BH-3 1.50 3 68 25 4 0.160 0.077 0.013 12.3 2.85

BH-3 2.25 0 87 13 0 0.228 0.170

BH-3 3.00 0 93 7 0 0.212 0.139 0.085 2.5 1.07


Fine sand (SP-SM)






Sample Description


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-3 4.50 1 91 8 0 0.208 0.132 0.080 2.6 1.05

BH-3 6.00 4 87 9 0 0.238 0.172 0.085 2.8 1.46

BH-3 9.00 0 92 8 0 0.217 0.150 0.082 2.7 1.26

BH-3 12.00 0 94 6 0 0.227 0.168 0.095 2.4 1.31

BH-3 15.00 0 92 8 0 0.211 0.139 0.081 2.6 1.13


Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand with traces of gravel (SP-SM)

Fine sand (SP-SM)



Sample Description

Fine sand (SP-SM)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

% F

iner

by

Wei

ght







GRAVEL

FINE MEDIUMS I L T

COARSE

S A N DCLAY

FINE COARSE



Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-4 0.00 3 53 38 6 0.140 0.047 0.004 35.0 3.94

BH-4 0.50 4 55 34 7 0.139 0.055 0.003 46.3 7.25

BH-4 1.50 9 59 28 4 0.180 0.072 0.016 11.3 1.80

BH-4 2.25 0 94 6 0 0.237 0.183 0.132 1.8 1.07

BH-4 3.00 0 90 10 0 0.226 0.163 0.077 2.9 1.53


Fine sand (SP-SM)

Fine sand (SP-SM)





Sample Description


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

% F

iner

by

Wei

ght







GRAVEL

FINE MEDIUMS I L T

COARSE

S A N DCLAY

FINE COARSE



Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-4 4.50 0 92 8 0 0.211 0.137 0.082 2.6 1.08

BH-4 5.25 1 88 11 0 0.227 0.164

BH-4 8.25 0 92 8 0 0.215 0.145 0.082 2.6 1.19

BH-4 12.00 0 94 6 0 0.211 0.137 0.087 2.4 1.02

BH-4 15.00 0 88 12 0 0.211 0.131


Fine sand (SP-SM)

Fine sand (SP-SM)


Fine sand (SP-SM)



Sample Description

Fine sand (SP-SM)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-5 0.00 1 67 28 4 0.165 0.069 0.008 20.6 3.61

BH-5 0.50 0 59 37 4 0.149 0.044 0.005 29.8 2.60

BH-5 1.50 3 43 48 6 0.098 0.023 0.004 24.5 1.35

BH-5 2.25 0 90 10 0 0.238 0.182 0.087 2.7 1.60

BH-5 3.00 1 87 12 0 0.208 0.130



Fine sand (SP-SM)





Sample Description


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-5 4.50 5 84 11 0 0.164 0.107

BH-5 5.25 0 94 6 0 0.248 0.189 0.149 1.7 0.97

BH-5 6.00 0 88 12 0 0.192 0.117

BH-5 9.00 0 95 5 0 0.205 0.131 0.087 2.4 0.96


Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)



Sample Description

Fine sand with gravels (SP-SM)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght






S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-5 12.00 0 94 6 0 0.224 0.160 0.090 2.5 1.27

BH-5 15.00 0 95 5 0 0.234 0.175 0.108 2.2 1.21


Fine sand (SP-SM)



Sample Description

Fine sand (SP-SM)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght




S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-6 0.00 0 26 62 12 0.039 0.017

BH-6 0.50 0 22 66 12 0.047 0.018

BH-6 1.50 1 79 20 0 0.177 0.099

BH-6 2.25 0 85 15 0 0.241 0.172

BH-6 3.00 1 93 6 0 0.223 0.155 0.088 2.5 1.22

Sample Details

Sample Description

Sandy silt (CL)


Test Results

Sandy silt (CL)





0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-6 4.50 0 92 8 0 0.224 0.162 0.087 2.6 1.35

BH-6 5.25 0 89 11 0 0.227 0.165

BH-6 6.00 0 95 5 0 0.229 0.172 0.105 2.2 1.23

BH-6 9.00 0 93 7 0 0.225 0.166 0.093 2.4 1.32

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght






S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-6 12.00 0 94 6 0 0.221 0.158 0.091 2.4 1.24

BH-6 15.00 0 90 10 0 0.229 0.165 0.078 2.9 1.52

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght




S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-7 0.00 1 33 50 16 0.062 0.009

BH-7 0.50 0 30 52 18 0.045 0.008

BH-7 1.50 0 89 11 0 0.225 0.153

BH-7 2.25 0 95 5 0 0.250 0.195 0.158 1.6 0.96

BH-7 3.00 0 89 11 0 0.223 0.158

Sample Details

Sample Description

Sandy silt with traces of gravel (CL)


Test Results

Sandy silt (CL)

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-7 4.50 0 89 11 0 0.225 0.164

BH-7 5.25 0 95 5 0 0.239 0.185 0.141 1.7 1.02

BH-7 6.00 0 89 11 0 0.228 0.169

BH-7 9.00 0 91 9 0 0.225 0.160 0.083 2.7 1.37

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght






S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-7 12.00 0 89 11 0 0.225 0.164

BH-7 15.00 0 89 11 0 0.227 0.162

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght




S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-8 0.00 0 55 41 4 0.121 0.052 0.016 7.6 1.40

BH-8 0.50 0 46 49 5 0.160 0.036 0.011 14.6 0.74

BH-8 1.50 0 93 7 0 0.235 0.178 0.102 2.3 1.32

BH-8 2.25 0 88 12 0 0.223 0.161

BH-8 3.00 0 84 16 0 0.223 0.159

Sample Details

Sample Description



Test Results


Fine sand (SP-SM)


Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-8 4.50 0 79 21 0 0.221 0.158

BH-8 5.25 0 88 12 0 0.230 0.170

BH-8 8.25 0 92 8 0 0.232 0.174 0.093 2.5 1.40

BH-8 11.25 0 89 11 0 0.236 0.179

BH-8 14.25 0 89 11 0 0.227 0.161

Sample Details

Sample Description



Test Results

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-9 0.00 4 56 35 5 0.197 0.054 0.015 13.1 0.99

BH-9 0.50 0 98 2 0 0.233 0.178 0.123 1.9 1.11

BH-9 1.50 0 80 20 0 0.209 0.122

BH-9 2.25 0 83 17 0 0.226 0.164

BH-9 3.00 0 88 12 0 0.227 0.164

Sample Details

Sample Description



Test Results

Fine sand (SP)


Fine sand (SP-SM)



0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

% F

iner

by

Wei

ght







GRAVEL

FINE MEDIUMS I L T

COARSE

S A N DCLAY

FINE COARSE



Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-9 4.50 0 92 8 0 0.239 0.185 0.133 1.8 1.08

BH-9 5.25 5 85 10 0 0.228 0.159 0.076 3.0 1.46

BH-9 6.00 0 90 10 0 0.223 0.159 0.077 2.9 1.47

BH-9 7.50 0 92 8 0 0.231 0.166 0.086 2.7 1.39

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results


Fine sand (SP-SM)

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght






S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-9 10.50 0 91 9 0 0.233 0.171 0.086 2.7 1.46

BH-9 13.50 0 93 7 0 0.233 0.176 0.104 2.2 1.28

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght




S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-10 0.00 8 34 50 8 0.098 0.019 0.003 32.7 1.23

BH-10 0.50 0 19 68 13 0.044 0.011

BH-10 1.50 0 6 75 19 0.018 0.007

BH-10 2.25 0 7 71 22 0.018 0.004

BH-10 3.00 0 7 65 28 0.011 0.002

Sample Details

Sample Description

Sandy silt with gravels (CL)


Test Results

Sandy silt (CL)

Clayey silt (CI)

Clayey silt (CI)

Clayey silt (CI)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-10 4.50 0 6 69 25 0.011 0.003

BH-10 5.25 0 89 11 0 0.222 0.157

BH-10 6.00 0 92 8 0 0.232 0.175 0.094 2.5 1.40

BH-10 7.50 0 94 6 0 0.236 0.180 0.116 2.0 1.18

Sample Details

Sample Description

Clayey silt (CI)


Test Results

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght






S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-10 10.50 0 90 10 0 0.220 0.151 0.076 2.9 1.36

BH-10 13.50 0 92 8 0 0.242 0.184 0.110 2.2 1.27

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght




S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-11 0.00 0 22 69 9 0.051 0.019 0.003 17.0 2.36

BH-11 0.50 0 21 61 18 0.024 0.005

BH-11 1.50 0 82 18 0 0.186 0.105

BH-11 2.25 0 83 17 0 0.222 0.158

BH-11 3.00 0 91 9 0 0.231 0.174 0.085 2.7 1.54

Sample Details

Sample Description

Sandy silt (CL)


Test Results

Sandy silt (CL)


Fine sand (SP-SM)



0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-11 4.50 1 88 11 0 0.228 0.164

BH-11 5.25 0 90 10 0 0.226 0.166 0.075 3.0 1.63

BH-11 6.00 0 89 11 0 0.230 0.170

BH-11 8.25 0 91 9 0 0.236 0.183 0.120 2.0 1.18

Sample Details

Sample Description



Test Results

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght






S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-11 12.00 0 88 12 0 0.230 0.176

BH-11 15.00 0 96 4 0 0.227 0.169 0.105 2.2 1.20

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght




S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-12 0.00 0 47 44 9 0.146 0.031 0.003 48.7 2.19

BH-12 0.50 0 53 38 9 0.161 0.041 0.003 53.7 3.48

BH-12 1.50 0 81 19 0 0.206 0.119

BH-12 2.25 2 53 37 8 0.143 0.041 0.004 35.8 2.94

BH-12 3.00 0 88 12 0 0.235 0.169

Sample Details

Sample Description



Test Results



Fine sand (SP-SM)



0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-12 4.50 0 89 11 0 0.230 0.170

BH-12 5.25 0 88 12 0 0.216 0.150

BH-12 6.00 0 93 7 0 0.237 0.180 0.108 2.2 1.27

BH-12 10.50 0 89 11 0 0.230 0.171

BH-12 13.50 0 91 9 0 0.221 0.155 0.082 2.7 1.33

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-13 0.00 0 46 46 8 0.144 0.032 0.003 48.0 2.37

BH-13 0.50 15 37 41 7 0.163 0.040 0.004 40.8 2.45

BH-13 1.50 18 29 45 8 0.162 0.031 0.003 54.0 1.98

BH-13 2.25 0 90 10 0 0.224 0.162 0.075 3.0 1.56

BH-13 3.00 0 90 10 0 0.230 0.170 0.081 2.8 1.55

Sample Details

Sample Description



Test Results


Sandy silt with gravels (CL)

Fine sand (SP-SM)

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

% F

iner

by

Wei

ght







GRAVEL

FINE MEDIUMS I L T

COARSE

S A N DCLAY

FINE COARSE



Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-13 4.50 0 92 8 0 0.228 0.168 0.090 2.5 1.38

BH-13 5.25 0 93 7 0 0.225 0.165 0.092 2.5 1.32

BH-13 6.00 0 91 9 0 0.232 0.176 0.090 2.6 1.48

BH-13 7.50 0 93 7 0 0.226 0.165 0.090 2.5 1.34

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght






S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-13 11.25 0 92 8 0 0.221 0.158 0.086 2.6 1.31

BH-13 14.25 0 88 12 0 0.217 0.146

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght




S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-14 0.00 2 59 33 6 0.180 0.056 0.008 22.5 2.18

BH-14 0.50 0 59 34 7 0.167 0.054 0.007 23.9 2.49

BH-14 1.50 0 52 41 7 0.173 0.046 0.007 24.7 1.75

BH-14 2.25 0 48 47 5 0.162 0.047 0.011 14.7 1.24

BH-14 3.00 2 55 38 5 0.188 0.050 0.013 14.5 1.02

Sample Details

Sample Description



Test Results






0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-14 4.50 1 66 30 3 0.205 0.071 0.021 9.8 1.17

BH-14 5.25 0 81 19 0 0.218 0.155

BH-14 6.00 7 88 5 0 0.234 0.158 0.094 2.5 1.13

BH-14 10.50 5 84 11 0 0.211 0.130

BH-14 14.25 0 90 10 0 0.228 0.169 0.078 2.9 1.61

Sample Details

Sample Description



Test Results



Fine sand (SP-SM)



0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-15 0.00 0 44 48 8 0.102 0.035 0.004 25.5 3.00

BH-15 0.50 0 46 46 8 0.128 0.033 0.004 32.0 2.13

BH-15 1.50 0 80 20 0 0.222 0.155

BH-15 2.25 0 85 15 0 0.211 0.132

BH-15 3.00 0 86 14 0 0.231 0.169

Sample Details

Sample Description



Test Results






0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-15 4.50 0 79 21 0 0.211 0.126

BH-15 5.25 1 80 19 0 0.206 0.111

BH-15 6.00 0 86 14 0 0.231 0.167

BH-15 7.50 0 94 6 0 0.228 0.171 0.099 2.3 1.30

Sample Details

Sample Description



Test Results



Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght






S A N DS I L TCLAY




Borehole Number

Sample Depth, m

% Gravel

% Sand % Silt %


BH-15 10.50 0 92 8 0 0.233 0.177 0.099 2.4 1.36

BH-15 13.50 0 91 9 0 0.229 0.169 0.082 2.8 1.52

Sample Details

Sample Description

Fine sand (SP-SM)


Test Results

Fine sand (SP-SM)


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght




S A N DS I L TCLAY




Test Number Sample Depth, m

% Gravel

% Sand % Silt %


TP-1 1.00 0 89 11 0 0.208 0.133

TP-1 3.00 0 91 9 0 0.204 0.130 0.078 2.6 1.06

TP-2 2.00 0 89 11 0 0.180 0.113

TP-2 3.00 0 89 11 0 0.186 0.115

TP-3 1.00 0 97 3 0 0.229 0.172 0.108 2.1 1.20


Fine sand (SP)

Fine sand (SP-SM)

Fine sand (SP-SM)

Fine sand (SP-SM)



Sample Description

Fine sand (SP-SM)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght

Borehole No: TP-1 , Depth: 1 m






S A N DS I L TCLAY





% Gravel

% Sand % Silt %


TP-3 2.00 0 96 4 0 0.224 0.165 0.101 2.2 1.20

TP-4 1.00 1 90 9 0 0.200 0.124 0.078 2.6 0.99

TP-4 3.00 2 86 12 0 0.204 0.126

TP-5 1.00 2 60 31 7 0.148 0.056 0.006 24.7 3.53

TP-5 2.00 0 73 24 3 0.187 0.087 0.026 7.2 1.56








Sample Description

Fine sand (SP-SM)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght







S A N DS I L TCLAY





% Gravel

% Sand % Silt %


TP-6 1.00 2 62 30 6 0.162 0.057 0.004 40.5 5.01

TP-6 2.00 1 77 22 0 0.182 0.098

TP-7 1.00 0 93 7 0 0.202 0.130 0.083 2.4 1.01

TP-7 3.00 0 91 9 0 0.176 0.112 0.078 2.3 0.91


Fine sand (SP-SM)


Fine sand (SP-SM)



Sample Description


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght






S A N DS I L TCLAY




% Gravel

% Sand % Silt %


4 55 31 10

4 57 29 10

1 67 25 7 0.132 0.065 0.003 44.0 10.7

1 57 32 10 0.116 0.021 0.002 58.0 1.90

Borehole Number

BH-B1

BH-B2

BH-B3


Silty fine snd with traces of gravel (SM)BH-B4

Silty fine snd with traces of gravel (SM)




Sample Description


0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Particle Size, mm

% F

iner

by

Wei

ght

Bulk Sample-1 Bulk Sample-2

Bulk Sample-3 Bulk Sample-4


S A N DS I L TCLAY




0.00 kg/cm2

31.1 degrees

Mohr-Coulomb Failure Envelope

Sample No.: UDS-1

Borehole No.: BH-1

Dry Density of Soil (g/cm3):

SaturatedMoisture Content (%):

Drained Direct Shear TestIS : 2720 (Part-13)-1986, RA-2010

Angle of Internal Friction, :

Cohesion Intercept, c :

Sam

ple

Det

ails

Test

R

esul

ts

Sample Description: Silty fine sand

Sample Depth: 2.25 m

1.58

y = 0.6027xR2 = 0.9847

0.0

0.5

1.0

1.5

2.0

2.5

0.0 0.5 1.0 1.5 2.0 2.5Normal Stress ff, kg/cm2

Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

34.4 degrees


Sample No.: UDS-2

Borehole No.: BH-1






Sam

ple

Det

ails

Test

R

esul

ts

Sample Description: Fine sand


1.62

y = 0.6848xR2 = 0.9965

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

30.3 degrees


Sample No.: UDS-1

Borehole No.: BH-2






Sam

ple

Det

ails

Test

R

esul

ts



1.56

y = 0.5853xR2 = 0.9807

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

35.0 degrees


Sample No.: UDS-2

Borehole No.: BH-2






Sam

ple

Det

ails

Test

R

esul

ts



1.65

y = 0.7008xR2 = 0.942

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

32.7 degrees


Sample No.: UDS-1

Borehole No.: BH-3






Sam

ple

Det

ails

Test

R

esul

ts



1.57

y = 0.6422xR2 = 0.9796

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

33.0 degrees


Sample No.: UDS-2

Borehole No.: BH-3






Sam

ple

Det

ails

Test

R

esul

ts



1.63

y = 0.6488xR2 = 0.9977

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

31.1 degrees


Sample No.: UDS-1

Borehole No.: BH-4






Sam

ple

Det

ails

Test

R

esul

ts



1.55

y = 0.6044xR2 = 0.9864

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

35.1 degrees


Sample No.: UDS-2

Borehole No.: BH-4






Sam

ple

Det

ails

Test

R

esul

ts



1.63

y = 0.7031xR2 = 0.9935

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

32.0 degrees


Sample No.: UDS-1

Borehole No.: BH-5






Sam

ple

Det

ails

Test

R

esul

ts



1.58

y = 0.6253xR2 = 0.9784

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

32.8 degrees


Sample No.: UDS-2

Borehole No.: BH-5






Sam

ple

Det

ails

Test

R

esul

ts



1.61

y = 0.6438xR2 = 0.9858

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

33.2 degrees


Sample No.: UDS-1

Borehole No.: BH-6






Sam

ple

Det

ails

Test

R

esul

ts



1.61

y = 0.6547xR2 = 0.985

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

35.4 degrees


Sample No.: UDS-2

Borehole No.: BH-6






Sam

ple

Det

ails

Test

R

esul

ts



1.68

y = 0.7114xR2 = 0.9983

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

30.2 degrees


Sample No.: UDS-1

Borehole No.: BH-7






Sam

ple

Det

ails

Test

R

esul

ts



1.55

y = 0.5828xR2 = 0.9917

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

32.5 degrees


Sample No.: UDS-2

Borehole No.: BH-7






Sam

ple

Det

ails

Test

R

esul

ts



1.62

y = 0.6382xR2 = 0.9988

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

33.2 degrees


Sample No.: UDS-1

Borehole No.: BH-8






Sam

ple

Det

ails

Test

R

esul

ts



1.62

y = 0.6542xR2 = 0.9944

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

34.6 degrees


Sample No.: UDS-2

Borehole No.: BH-8






Sam

ple

Det

ails

Test

R

esul

ts



1.63

y = 0.6909xR2 = 0.9924

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

29.9 degrees


Sample No.: UDS-1

Borehole No.: BH-9






Sam

ple

Det

ails

Test

R

esul

ts



1.57

y = 0.575xR2 = 0.9992

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

32.8 degrees


Sample No.: UDS-2

Borehole No.: BH-9






Sam

ple

Det

ails

Test

R

esul

ts



1.66

y = 0.645xR2 = 0.9929

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

30.7 degrees


Sample No.: UDS-1

Borehole No.: BH-10






Sam

ple

Det

ails

Test

R

esul

ts



1.55

y = 0.5947xR2 = 0.9781

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

33.1 degrees


Sample No.: UDS-2

Borehole No.: BH-10






Sam

ple

Det

ails

Test

R

esul

ts



1.66

y = 0.6517xR2 = 0.9897

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

32.9 degrees


Sample No.: UDS-1

Borehole No.: BH-11






Sam

ple

Det

ails

Test

R

esul

ts



1.54

y = 0.6457xR2 = 0.9903

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

31.7 degrees


Sample No.: UDS-2

Borehole No.: BH-11






Sam

ple

Det

ails

Test

R

esul

ts



1.63

y = 0.6186xR2 = 0.9806

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

32.2 degrees


Sample No.: UDS-1

Borehole No.: BH-12






Sam

ple

Det

ails

Test

R

esul

ts



1.62

y = 0.6298xR2 = 0.9976

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

36.6 degrees


Sample No.: UDS-2

Borehole No.: BH-12






Sam

ple

Det

ails

Test

R

esul

ts



1.62

y = 0.7423xR2 = 0.9988

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

33.3 degrees


Sample No.: UDS-1

Borehole No.: BH-13






Sam

ple

Det

ails

Test

R

esul

ts



1.62

y = 0.6577xR2 = 0.9629

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

32.5 degrees


Sample No.: UDS-2

Borehole No.: BH-13






Sam

ple

Det

ails

Test

R

esul

ts



1.67

y = 0.6376xR2 = 0.9941

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

32.5 degrees


Sample No.: UDS-1

Borehole No.: BH-14






Sam

ple

Det

ails

Test

R

esul

ts



1.66

y = 0.638xR2 = 0.9982

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

34.7 degrees


Sample No.: UDS-2

Borehole No.: BH-14






Sam

ple

Det

ails

Test

R

esul

ts



1.68

y = 0.6916xR2 = 0.9967

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

36.8 degrees


Sample No.: UDS-1

Borehole No.: BH-15






Sam

ple

Det

ails

Test

R

esul

ts



1.63

y = 0.7472xR2 = 0.9935

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



0.00 kg/cm2

33.5 degrees


Sample No.: UDS-2

Borehole No.: BH-15






Sam

ple

Det

ails

Test

R

esul

ts



1.66

y = 0.6621xR2 = 0.9884

0.0

0.5

1.0

1.5

2.0

2.5


Shea

r Stre

ss

ff, kg

/cm

2



Borehole No. Depth, (m)

1 1.50

3 1.50

5 1.50

8 1.50

11 1.50

Borehole No.

1

3

5

8

11

12345

NegligibleModerate

High

Very High

8.0

7.9

326

295

62

95

Sulphate Content (SO3), %

Chloride Content (Cl), %

Sulphate Content (SO3), mg/l Chloride Content (Cl), mg/l

62 7.5

75

0.11 0.04

7.8

Groundwater Test Results

*Source : Institution of Civil Engineers, London (1979)

Not Applicable

0.2 to 0.5

0-2000 ppm

319

336

0-2000 ppm

0.5 to 1.0

Requirements for Concrete Exposed to Sulphate Attack as per IS : 456-2000, Clauses 8.2.2.4 and 9.1.2, Table 4, Page-19

Tropical Climate

> 5000

Temperate Climate

Chloride LimitsClassification

Concentration of Sulphates, expressed as SO 3 In-Soil-Water Extract (Total) Percent

Traces (<0.2)

Class In Groundwater (mg/l)

340

pH Value

2000-20,000 ppm

300-1200Less than 300

Classification of Chloride Conditions in Groundwater*

1.0 to 2.01200-25002500-5000

More than 10,000 ppm

45 7.7

0.10 0.04 7.6

0.10 0.03 7.7

0.11 0.05

IS : 456-2000, SPECIFICATIONS

Chemical Test Results

Generally not applicable

2000-10,000 ppm

Only if considerably in excess of 20,000 ppm

> 2.0

7.5

TEST RESULTS

7.7

Soil-Water Extract Test Results

0.030.10 7.6

pH Value



APPENDIX-A

TYPICAL CALCULATIONS

c =B =

FS =

c = 0.00 T/m2 = 30.0c' = 0.00 T/m2 = 21.1

Nc = Nq = Ng = From To T/m3

Nc' = Nq

' = Ng' = 0.0 3.0 1.75

3.0 8.0 1.802.5 8.0 12.0 1.90

12.0 15.0 1.95

CY

0.0

B, m L, m zc zq zg dc dq dg dc' dq' dg

' GSF LSF

3.0 3.0 Square 2.0 0.50 1.30 1.20 0.80 1.23 1.12 1.12 1.19 1.10 1.10 24.7 7.83.0 3.0 Square 3.0 0.50 1.30 1.20 0.80 1.35 1.17 1.17 1.29 1.15 1.15 33.4 10.6

Bearing Capacity Analysis for Shallow FoundationsAnalysis as per IS 6403-1981

The bearing capacity equation is as follows :

where: qnet safe = (1/FS){cNczcdc+q(Nq-1)zqdq+0.5BgNgzgdgRw}

Rw =

dc, dq, dg =

cohesion interceptFoundation widthq =

Bulk density of soil below founding level

safe net bearing capacity

Factor of safety

qnet safe =

Nc, Nq, Ng =

degrees

zc, zq, zg =

bearing capacity factors, which are a function of fDepth factors

overburden pressure

Factor of safety =

30.14General Shear Failure :15.87

GENERAL SHEAR FAILURE

Water table correction factor

Soil parameters :

Local Shear Failure :

Shape factors

22.0

OF LOCAL & GENERAL SHEAR FAILURE

17.724.3

Gross Bearing Capacity

(Safe) T/m2

Safe Net Bearing Capacity

T/m2

16.2

Design Water Table depth =Rw factor: Constant value(V) for worst condition or calculate(C) based on WT Depth ? :

For computation of Depth Factor, depth below GL to be ignored to account for loose soils,poorly compacted backfill above foundation, scour etc. =FAILURE CRITERIA :

0.0

AVERAGE

Depth factor to be considered ?

FOUN-DATION SHAPE

qnet safe , T/m2

Rw

Depth factors (GSF)

Dep

th,m

Foundation Dimensions

Shape Factors

Depth, mLOCAL SHEAR FAILURE

as per IS 1904-1986

degrees22.4018.406.24

Depth factors (LSF)

Bulk Density Profile

m

7.11

m

Project No. 217101


Appendix-A : A 1 of 3

CY

0.0

Foun

datio

n W

idth

,m

Foun

datio

n Le

ngth

,m

Foun

datio

n D

epth

,m

Shape

Des

ign

N-V

alue

Des

ign

Net

B

earin

g P

ress

ure,

T/m

2 Settlement @ 1kg/cm2

(as read off from graph),

mmRw

Fox'

s D

epth

Fa

ctor

, df

Rig

idity

Fac

tor,

d r

Com

pute

d Se

ttlem

ent,

mm

3.0 3.0 2.0 Square 16.0 13.5 18.4 0.50 0.80 1.0 39.73.0 3.0 3.0 Square 18.0 16.5 15.9 0.50 0.73 1.0 38.3

mDepth to be ignored in Depth Factor Computation for loose soils, poorly compacted backfill, scour, etc.

R w factor : Calculate (C) based on water table depth or Fixed Value(V) for worst condition :

0.0

Design Water Table Depth :

Fox's Depth Factor to be considered ?

m

Settlement Analysis for Shallow Foundation Based on N-ValuesAnalysis as per IS:8009(Part 1)-1976 , Clause 9.1.4

Project No. 217101



where B = B' = B/2 L' = L/2 =q = E =df = dr =I =

0.33 N

From To1 0.0 3.02 3.0 8.03 8.0 12.04 12.0 15.0

Y

0.0 m

3.0 3.0 2.0 13.5 1.00 0.80 1.00 10.00 0.506 1823 16.03.0 3.0 3.0 16.5 1.00 0.73 1.00 10.00 0.506 1908 17.0

Silty fine sand

Poisson's Ratio

Influence factor at corner of rectangular loaded area(B' x L'),

Silty fine sand

Rigidity factor

2200

Settlement at centre of footing of size B x L = 4 x Settlement at corner of area B' x L'

Modulus of Elasticity

Analysis as per IS : 8009 Part 1 - 1976, Clause 9.2

No consolidation settlement - analysis valid for granular soils,weathered rocks, hard clays & cohesive soils above water table

ELASTIC / IMMEDIATE SETTLEMENT q B' (1 - 2) I

Poisson's Ratio :

Layer No.

Depth,m

E

computed from theory of elasticity using Steinbrenner's factors

df dr

Foundation Analysis & Design by J.E.Bowles

Applied Bearing Pressure

Silty fine sand

Soil ClassificationModulus of

Elasticity,T/m2

800

Foundation width

Fox's Depth factor

Settlement Analysis for Shallow FoundationsElastic Settlement Computed From Theory of Elasticity

N = H/B' Influence Factor

Applied Bearing Press. T/m2

Rigidity Factor, dr

Fox's Depth Factor

Depth to be ignored in Depth Factor Computation for loose soils, poorly compacted backfill, scour etc. =

Embed-ment

Depth (D), m

M = L'/B'

Fox's Depth Factor to be considered ?

Founda-tion Width

(B), m

Founda-tion

Length (L), m

Elastic Settle-

ment mm

E(weigh-ted ave.)

T/m2

1200Silty fine sand

Total settlement computed as equal to elastic/immediate settlement.

fifth edition (1996)

Si =

Reference :

Is Rigid Layer met ?

2700

Project No. 217101



APPENDIX-B

SITE PHOTOGRAPHS

Borehole No. BH-1

Borehole No. BH-1

Site Photographs


Project No. 217101 Appendix-B : B 1 of 6

Borehole No. BH-1

Site Photographs

Borehole No. BH-10



Borehole No. BH-11

Borehole No. BH-1

Site Photographs



Borehole No. BH-1

Site Photographs

Borehole No. BH-12



Borehole No. BH-13

Borehole No. BH-1

Site Photographs



Borehole No. BH-1

Site Photographs

Piezometer



Documents

Report by : CENGRS GEOTECHNICA PVT. LTD. SOIL AND ... · accordance with IS: 2131-1981 RA 2002. The SPT ‘N’-values are described as follows:- i. The number of blows for each 15