GEOTECHNICAL INVESTIGATION REPORT

FOR

CLIENT

GALENTIC PHARMA PVT. LTD.

LOCATION

PLOT NO. 5B & 5C, KASEZ, GANDHIDHAM

FORWARDED TO.

“SANJAY THACKER & ASSOCIATES”

REPORT NO.

GES / ADI / SBCBH / 12-13 / 2102002 / 287, DATED :01/03/2013

Job No. 2102002-287 1

I N D E X

DESCRIPTION Page No.

1. ABSTRACT 2

2. SITE CONDITION 3

3. NATURE OF INVESTIGATION 4

4. LABORATORY TEST 4

5. DESIGN PROCEDURES 4

6. GEOPHYSICAL INVESTIGATION 5

7. RESULTS 7

8. CONCLUSION & RECOMMENDATION 8

9. ANNEXURE I 9

10. ANNEXURE II 13

Job No. 2102002-287 2

1.0 ABSTRACT

We (Geo Engineering Services, Adipur) have carried out the Geotechnical Investigation, which covers

the field sampling and tests, necessary laboratory tests and finally analyzing the sub soil characteristics and

behavior of the soil of the proposed site.

The detailed scope of work was decided by client and as per the instruction of Engineer in-charge. A

complete geotechnical investigation work was undertaken to obtain the required subsurface information to

study and define the nature and behavior of soil, under the application of loads of proposed structures.

Such information was obtained through following steps:

By making bore hole and collecting disturbed and undisturbed soil samples

Performing required in situ tests (SPT Test).

Plate Load Test

Conducting laboratory tests to classify it and to determine the engineering properties of soil.

Electric Resistivity Test for Earth Resistance.

The objective of the geotechnical investigation was to explore the sub soil profile up to predetermined

depth and to work out the design capacity of the soil beneath at a required foundation depth for the

proposed type of foundation.

Following pages represents the conceptual investigation and analysis based on the geotechnical

investigation and study and presenting the same as a detailed report.

An analysis was made to derive the allowable bearing capacity, taking into considerations the anticipated

settlements and the present soil conditions with future possibilities. Based on such analysis of the soil

properties, the conclusions are made regarding the precautions and protective measures to be taken, if

found necessary.

This report has been prepared after a careful study of the field testing and laboratory test results. The type

and depth of foundation are suggested in following pages.

Job No. 2102002-287 3

2.0 SITE CONDITION : -

2.1 LOCATION: - The site is located at Plot No. 5B & 5C, KASEZ, Gandhidham

2.2 FIELD WORK: - The site investigation work was started 15th February, 2013 and completed on 17th

February, 2013

2.3 GROUND WATER TABLE: - Water table was encountered 3.0m below G.L. during the sub soil

exploration work.

2.4 SUB SOIL PROFILE: - The field data and laboratory classification reveal that, entire stratum

comprises of Brownish clayey sand of intermediate plasticity to highly weathered stone fragments to

the depth termination of borehole. Detail stratification is mentioned in the bore log.

2.5 GEOLOGY OF THE AREA: - The Kachchh district comprises litho units of the Mesozoic

sediments; the Deccan Volcanic; the Palaeogene & Neogene sediments of Tertiary age & the

Quaternary sediments. The youngest sediments belong to the Holocene period & are represented by the

Rann Clay & Mahuva Formation (marine); Rann Formation (fluvio-marine); Katrol & Varahi

Formations (fluvial) ; & Jantral Formation (aeolian). The study area geologically, comprises of

unconsolidated sedimentary strata (Rann Clay and Mud deposits) of Holocene age. Figure 2 depicts the

general geology of the study area.

Figure 2: Genera Geology of the Study area

(Source: Geological Survey of India, District Resource Map, 2002)

2.6 SUITABILITY OF SOIL: - The sub soil bears good property for use as back filling.

Job No. 2102002-287 4

3.0 NATURE OF INVESTIGATION: -

3.1 BORE HOLES: - Two nos. of boreholes were conducted by rotary drilling boring up to 10.0 mtr

depth. Boring was carried out in accordance with IS: 1892 and the undisturbed soil samples were

collected in thin walled tube as per IS: 2132 - 1986 were sealed packed and brought to our laboratory

at Adipur for further investigation. During boring, Standard Penetration Test (SPT) was conducted at

every 1.5 m intervals as per requirements. The disturbed and undisturbed samples were collected at

every 1.50m.

3.2 SAMPLING: - During the advancement of the boring Disturbed and Undisturbed samples are

collected at every 1.5m interval or at the change of strata whichever occurs earlier. Along with the

samplings, field Standard Penetration Tests is conducted to co-relate the strata denseness & stiffness.

Detail procedures are briefed in Annexure – I.

3.3 ELECTRIC RESISTIVITY : Electric Resistivity Test was carried out at 1 locations

4.0 LABORATORY TESTS: - Following laboratory tests were carried out to determine the physical and

engineering properties of undisturbed and disturbed soil samples. Detail procedures are explained in

Annexure - I.

a. Field Dry Density & Field Moisture Content f. Shear Parameters i.e. C –

b. Atterberg's Limits g. Consolidation characteristic

c. Particle size distribution h. Swelling Parameters

d. Specific Gravity i. Chemical Analysis of Soil & Water

e. Unconfined Compressive Strength

5.0 DESIGN PROCEDURES: - Intensity of bearable load determined as soil bearing capacity (SBC) and

soil bearing pressure (SBP) on soil. Calculations for both these are carried out considering shear

parameters & consolidation characteristics of the sub strata.

5.1 SBC BASED ON SHEAR: - The ultimate net bearing capacity is evaluated after taking into

consideration of shape factor and depth factor of the foundation in accordance with I.S. 6403-

1981. The net bearing capacity worked out using the following equation.

Q = C Nc Sc dc + q (Nq -1) Sq dq + 0.5 B Nr Sr dr

Where, C = Cohesion

q = Overburden Pressure

Job No. 2102002-287 5

Density

B Width of the Footing

Nc,Nq,Nr Bearing capacity Factor

Sc,Sq,Sr = Shape Factor

dc,dq,dr = Depth Factor

5.2 SAFE BEARING PRESSURE: - (IS: 8009 Part I) The Settlement calculation involves many

simplifying assumptions. In the present state of knowledge, the settlement computations at best

estimate the most probable magnitude of settlement.

The total settlement is computed as summation of immediate and secondary settlement.

St = Si + Sc Where, Si is Immediate Settlement

Si = p B (1 - 2) I E

Where, p = Foundation Pressure, kg/cm2

B = Width of Footing, m

I = Influence Factor

= Poisson’s Ratio

E = Modulus of Elasticity, kg/cm2

Sc is Secondary Settlement Sc = Ht Cc Log10 (po + p)

(1+eo) po

Where, Ht = Thickness of Soil Layer, m

Cc = Compression Index

eo = Initial Void Ratio

po = Initial Effective Pressure

p = Increase in effective pressure

6.0 GEOPHYSICAL INVESTIGATION:

6.1 INTRODUCTION: - The Geo Electrical Investigation of soil were carried out at the project of

Galentic Pharma (I) Pvt. Ltd, Kandla with the aim to determine an average value of electrical resistivity

of soil for design of safety earthing system for substation. The investigation was carried out on

16/02/2013. Figure 1 depicts the location map of the Kandla.

Job No. 2102002-287 6

6.2 PURPOSE OF INVESTIGATION: - The purpose of this investigation is to determine an average

value of electrical resistivity of subsurface for design of safety earthing system with the help of

Microprocessor based electrical resistivity meter model no.SSR–MP-ATS.

6.3 WENNER’S CONFIGURATION: - This is one of the most commonly used arrays proposed by

Wenner in 1916. Four electrodes A, B, M, and N are placed at the surface of the ground along a

straight symmetrically about a point O. The observation point in such a way that the distance between

AM = MN =NB = a., Where ‘a’ is called electrode separation see fig. 1. Current ‘I’ is sent generally

through outer electrodes A and B and the potential difference (V) are measured between M and N.

The configuration factor (K) for this array is

K = 2a

And apparent Resistivity, which is used for further analysis, is calculated with formula;

a = KR = 2aR

A M N B

a a a

Figure 1: Wenner’s Configuration

6.4 SURVEY PROCEDURE: - Resistivity sounding is used to make investigations along the depth. In

this method the center of configuration is kept fixed and measurements are made by successively

increasing electrode spacing. The apparent resistivity values obtained with increasing values of

electrode separations are used to estimate the thickness and resistivity of the subsurface formations. In

Wenner configuration all the four electrodes are arranged in a line at a equal distance ‘a’ between the

consecutive electrodes. Measurements are taken by increasing the electrode separation gradually

changing from small value; say 1.0m to several tens and hundreds of meters depending on the depth of

the investigations required. Current is generally sent through the outer electrodes and the potential

difference is measured between the inner electrodes. The Resistance (R = V/I) is measured for each

electrode separation and apparent resistivity is calculated by multiplying value of ‘R’ with Wenner

V

I

Job No. 2102002-287 7

configuration factor (2a). The computation of the sounding data is discussed in the subsequent

section.

6.5 COMPUTATION OF EARTH RESISITIVITY: - When the earth resistivity readings for different

electrode spacing in a direction are within 20 to 30%, the soil is considered to be uniform. When the

spacing is increased gradually from low values, at a stage, it may be found that the resistivity readings

are more or less constant irrespective of the increase in the electrode spacing. The resistivity for this

spacing is noted and taken as the resistivity for that direction. In a similar manner, resistivity for at

least eight equally spaced directions from the center of the site is measured. This resistivity is plotted in

a graph sheet in the appropriate directions choosing a scale. A closed curve is plotted on the graph

sheets jointing all the resistivity points plotted to get the polar resistivity curve. The area inside the

polar resistivity curve is measured and equivalent circle of the same area is found out. The radius of this

equivalent circle is the average resistivity of the site under consideration. The average resistivity thus

obtained may be used for the design of the earthing grid.

7.0 RESULTS

7.1 CHEMICAL RESULTS OF WATER SAMPLE

Sr. No. TESTS At 3.00m

below G.L. IS: 456 – 2000

Acceptance Criteria

1 pH Value 6.8 6.5 - 8.5

2 Sulphate (as SO3), mg/l 4024 400 mg/l Max

3 Chlorides (as Cl), mg/l 1053 500 mg/l Max (for

RCC Work)

7.2 CHEMICAL RESULTS OF SOIL SAMPLE

Sr. No. Description Unit At 1.5mtr

At 3.0mtr

1 pH --- 6.9 7.1

2 Chloride mg/kg 1134 595

3 Sulphate % 1.53 1.03

Job No. 2102002-287 8

7.3 RESULTS OF ELECTRIC RESISTIVITY

Measured subsurface resistivity data is given in field data sheets. Summary of results & locations of

measurement points are shown in sketch in graphical & tabular form. The first two electrodes spacing

i.e. 1m and 2m verage resistivity value may be of filling of foreign material.

Sr.No Location

Average Resistivity Value (Ohm m)

Electrode Spacing (in m)

1 2 3 4 5 6 8 10

1 ERT-01 74.62 50.84 23.25 18.70 15.95 12.61 13.81 15.95

8.0 CONCLUSION & RECOMMENDATION: - Looking to the types of proposed structure and the

soil strata encountered, following conclusions are drawn and recommendations are given accordingly.

(i) The R.C.C Isolated Foundation is recommended as below.

(ii) The depth of foundation may be selected as per design requirement and site feasibility.

(iii) Safe load carrying capacity and Safe bearing pressure may be taken as under.

TABLE OF SAFE BEARING CAPACITY AND SAFE BEARING PRESSURE

FOUNDATION DETAILS Safe Bearing Capacity, T/m2 Type Size

in Mt. Depth in Mt.

R.C.C. Column footing

2.0 x 2.0

2.00 +25 3.0 x 3.0

4.0 x 4.0

NOTE: -

1. The ground water table was encountered and hence considered in the analysis. However it is not

suitable for construction purpose as per IS 456.

2. Factor of Safety considered is 2.5.

3. The sub soil is not suitable for the back filling purpose.

4. Due to high Chloride content with Sulphates in Soil, it is recommended to use OPC cement with

C3A content from 5% - 8%. Alternatively, Portland Slag Cement confirming to IS 455 having

more than 50% slag or a blend of OPC and slag may be used. The minimum cement content

should be 370 kg/cm3 and maximum water cement ratio of 0.45.

5. The foundation shall in no mean rest on Filled up Soil or Black Cotton Soil.

Job No. 2102002-287 9

6. If in the course of excavation, if sub soil strata differs from the bore log strata the same shall be

reported for necessary steps.

7. For Intermediate footing size the value of SBC shall be interpolated. No Extrapolation is allowed.

8. Least of SBP and SBC shall be considered as the allowable bearing capacity in the design.

For, GEO ENGINEERING SERVICES Authorized Signatory

10

9.0 ANNEXURE - I

9.1 SAMPLING:

9.1.1 Disturbed soil samples: - Disturbed samples were collected during the boring and also from the split

spoon sampler. The samples recovered were logged, labeled and placed in polythene bags and sent

to laboratory for testing. The samples collected at every 1.50m depth.

9.1.2 Undisturbed soil samples: - Undisturbed soil samples were collected in 75mm diameter Shelby

tubes at every 1.50 m depth at the site location. The sampler used for the sampling had smooth

surface and appropriate area ration and cutting edge angle thereby minimizing disturbance of soil

during sampling. The samples were sealed with wax, labeled and transported to our laboratory at

Vadodara for testing. Sampler was coupled together with a sampler head to form a sampling

assembly. The sampler head provide a non-flexible connection between the sampling tube and the

drill rods. Vent holes are provided in the sampler head to allow escape of water from the top of

sampler tube during penetration. Coating of oil is applied on both sides to obtain the undisturbed

samples in best possible manner. The sampler was then lowered inside the borehole on a string of drill

rods and was driven to pre-determined level. On completion of driving the sampler was first rotated

within the borehole to shear the soil sample at bottom and then pulled out. The disturbed material in

the upper end of the tube, if any, is completely removed before applying wax for sealing. The soil at

the lower end of the tube is trimmed to about 10 to 15 mm. After trimming, both ends are sealed

with wax applied in such a way that will prevent the soil from giving up from its sample. The

polythene bags cover both the ends. The identification mark was then made on each sample.

9.1.3 Standard Penetration Tests: - SPT is conducted in accordance with IS: 2131-1981 in bores holes

at every change of strata or at an interval of 1.50m depth in uniform strata. The test gives N-value;

the blow counts of last 30cm of penetration of the split spoon sampler with 65kg. Hammer falling

freely from 75cm height. The rods to which the sampler is attached for driving are straight, tightly

coupled and straight in alignment. There after the split spoon sampler is further driven by 30cm. The

number blows required to drive each 15cm penetration is recorded. The first 15cm penetration is

termed as a seating value. The last 30cm penetration termed as ‘N’ Value. Respective tables and bore

logs in the report shows the detail of N value.

Job No. 2102002-287 11

9.2 LABORATORY TEST PROCEDURES:

9.2.1 Field Dry Density & Field Moisture Content: Field dry density and Field moisture content were

carried out in accordance with I.S. 2720 (Part-2 – 1983). The field density is found out by following

equation. The value of F.D.D. & F.M.C. is shown in summary table.

Field Density (bulk) = Weight of soil mass / Volume of soil mass

And Field Dry Density = Bulk Density/ (1 + w), Where w is field moisture content.

9.2.2 Atterberg’s Limit: - Liquid limit and Plastic limits are carried out for the determination of different

characteristic of soil. The tests performed in accordance with I.S.2720 P-5-1985 by using con

penetrometer. Liquid limit and plastic limit of soils are both depend up on the amount and type of

clay in a soil and form the basis for the soil classification system for cohesive soils based on the

Plasticity index. The liquid limit of the soil with corresponds to the moisture content of a paste which

would give 20mm penetration of the cone is determined by using following formula.

WL = Wx / (0.65+0.0175*X). Where, X = Penetration of cone in the sample

Wx = Moisture Content of the soil sample at the respective penetration

For Plastic Limit, a soil sample weighing at least 20 gm of the soil sample passing 425 micron IS

sieve is thoroughly mixed with water such that it can be easily molded with fingers. A ball is formed

with about 8 to 10 gm of this soil and is rolled between the fingers and the glass plate with just

sufficient pressure to roll the mass into a thread of uniform diameter of 3mm throughout its length.

The soil is kneaded to a uniform mass and rolled again. The process is continued until the thread

crumbles. The pieces of crumbled soil thread are collected for moisture content determination and

reported as plastic limit. Values of LL, PL & PI are shown in summary 1.

9.2.3 Particle Size Distribution (IS: 2720 Part IV): -The sieve analysis is carried out in accordance with

IS. The results are shown in the summary-1.

9.2.4 Specific Gravity (IS: 2720 Part 3): - In order to determine specific gravity of soil particles these

tests were conducted on Selected samples in 50ml volumetric density bottle using procedure

described in IS. The value of Specific Gravity is shown in summary –2.

9.2.5 Triaxial Shear Test: Triaxial shear (Quick) tests are conducted to determine the shear parameters of

clayey samples. The shear tests are carried out in accordance with IS: 2720 (part X, XI, XII & XIII).

For unconsolidated undrained (Quick) Triaxial compression test, the specimen having dia 38mm and

height to diameter ration of 2 is prepared and placed on the pedestal of the triaxial cell after enclosing

Job No. 2102002-287 12

it in rubber membrane. The cell is then assembled with the loading ram and then placed in the loading

machine. The fluid is admitted to the cell and the pressure is raised to the desired value. Initial

reading of the gauge measuring the axial compression of the specimen is recorded. The test is then

commenced and sufficient number of simultaneous readings of load and compression measuring

gauge being taken. The test is continued until the maximum value of the stress has been reached or

until an axial strain of 20 percent has been attained. The test is carried out at confining stress of 0.5,

1.0, 1.5 and 2.0 kg/cm2. The shear parameters are obtained from a plot of Mohr circles.

9.2.6 Consolidation Test (IS: 2720 Part XV): -Test was carried out on undisturbed soil specimen in

order to determine the settlement characteristics of soil at different depths. Sample is extruded to the

consolidation ring of 60mm dia. The edge is trimmed carefully such that the sample flushes with the

top and bottom edges of the ring. The thickness of the specimen is measured and the weight is

recorded. The bottom porous stone is then centered on the base of the consolidation cell. The

specimen is placed centrally between the bottom porous stone and the upper porous stone. A filter

paper is provided in-between specimen and porous stones. The consolidometer is placed in position

in the loading device and suitably adjusted. Dial gauge is clamped into position for recording the

relative movement between the base of the cell and the loading cap. A seating pressure of 0.05 kg /

sq. cm is applied to the specimen. The cell is kept filled with water. After 24 hrs the test is

continued using a loading sequence on the soil specimen of 0.25, 0.50, 1.00, 2.00, 4.00 & 8.00 kg /

sq. cm. For each loading increment after application of load, readings of the dial gauge is taken using

time sequence 0, 0.25, 1.00, 2.25, 2, 6.25, 9, 16, 25, 36, 49 … upto 24 hrs. From the observations of

all incremental pressure, void ratio versus log (pressure) curve is obtained. The slope of the straight

line portion shows compression index Cc.

9.2.7 Differential Free Swell test (IS: 2720 (P-40, 41)): -In order to determine the swelling

characteristics of the soil, differential free swell test is carried out. An oven dried soil sample, 10 gm

passing through 425 micron is poured in two 100 ml graduated cylinder. One cylinder was filled with

distilled water and in kerosene up to 100 ml mark. After the removal of entrapped air, sample was

allowed sufficient time to attain equilibrium state of volume. The final volume of soil in each cylinder

was recorded. Sp = Free swell

Soil volume in water – Soil volume in kerosene Sp =

Soil volume in kerosene

13

ANNEXURE – II Electric Resistivity Data

Resistance Resistivity Resistance Resistivity Resistance Resistivity Resistance Resistivity

R = V / I 'r' = 2paR R = V / I 'r' = 2paR R = V / I 'r' = 2paR R = V / I 'r' = 2paR

Ohm Ohm-m Ohm Ohm-m Ohm Ohm-m Ohm Ohm-m m

13.167 84.158 7.686 49.128 7.057 45.103 1.014 6.48 1.00

3.06 38.456 3.545 44.553 4.172 52.429 0.702 8.82 2.00

0.816 15.386 1.411 26.602 0.864 16.279 0.584 11.003 3.00

0.459 11.537 0.86 21.618 0.477 11.997 0.461 11.578 4.00

0.319 10.019 0.493 15.486 0.407 12.782 0.39 12.265 5.00

0.331 12.492 0.348 13.13 0.338 12.755 0.31 11.681 6.00

0.263 13.242 0.264 13.245 0.265 13.332 0.318 15.995 8.00

0.232 14.549 0.226 14.212 0.225 14.128 0.272 17.101 10.00

2.389 15.271 3.021 19.307 36.689 234.498 24.362 155.711 1.00

1.193 14.987 1.393 17.501 6.606 83.009 5.962 74.922 2.00

0.682 12.852 0.767 14.45 1.781 33.576 1.81 34.109 3.00

0.459 11.529 0.491 12.328 0.993 24.945 1.008 25.339 4.00

0.362 11.374 0.366 11.506 0.539 16.943 0.538 16.896 5.00

0.351 13.25 0.336 12.651 0.368 13.855 0.365 13.747 6.00

0.249 12.541 0.287 14.414 0.245 12.308 0.243 12.233 8.00

W NW N NE

SURVEY DATA SHEET

Spacing, ' a '

E SE S SW

14

Job No. 2102002-287 15

Job No. 2102002-287 16

Job No. 2102002-287 17

Job No. 2102002-287 18

Bore Hole No. : BH - 1 Date Started :

Date Completed :

Type of Boring : Machine Drilling Diameter of Boring : 150mm

Water Table : 3.00 m below G.L. Depth of Boring: 10 mt below E.G.L.

0.0 Brownish poorly graded DS 5016-10 0.0 --

0.3 medium to fine sand

0.6 UDS 5016-11 0.6

0.9

1.2 Brownish yellowish

1.5 clayey sand of intermediate

1.8 plasticity mixed with SPT 5016-12 1.8 31

2.1 gravel

2.4

2.7

3.0 UDS 5016-13 3.0

3.3 SPT 3.3 >75

3.6

3.9

4.2

4.5 Core 5016-14 4.8 --

4.8

5.1

5.4

5.7

6.0 Core 5016-15 6.0 --

6.3 Brownish highly weathered

6.6 sand stone fragements

6.9

7.2

7.5

7.8 Core 5016-16 7.8 --

8.1

8.4

8.7

9.0 Core 5016-17 9.0 --

9.3

9.6

10.0 Core 5016-18 10.0 -

Abbreviation:

UDS : Undisturb Sample DS : Disturbed sample SPT : Corrected Standard Penetration Value

BORE LOG

15/02/2013

15/02/2013

Depth in mt

Description of Strata SPT CurveType

Corrected SPT

Value, ' N '

Location: Plot No. 5B & 5C, KASEZ, Gandhidham

Stratum Thickness

, mtDepth,

mt.Leg

end Sampling

SP 0.35

Lab. No.

SC 2.75

HWR 6.90

0.0

2.0

4.0

6.0

8.0

10.0

12.0

0 10 20 30 40 50 60

Dep

th B

elow

G.L

., m

Penetration Value "N"

Plot of N-Value / Depth

Job No. 2102002-287 19

Bore Hole No. : BH - 2 Date Started :

Date Completed :

Type of Boring : Machine Drilling Diameter of Boring : 150mm

Water Table : 3.00 m below G.L. Depth of Boring: 10 mt below E.G.L.

0.0 Brownish poorly graded DS 5016-10 0.0 --

0.3 medium to fine sand

0.6 UDS 5016-11 0.6

0.9

1.2 Brownish yellowish

1.5 clayey sand of intermediate

1.8 plasticity mixed with SPT 5016-12 1.8 36

2.1 gravel

2.4

2.7

3.0 UDS 5016-13 3.0

3.3 SPT 3.3 >75

3.6

3.9

4.2

4.5 Core 5016-14 4.8 --

4.8

5.1

5.4

5.7

6.0 Core 5016-15 6.0 --

6.3 Brownish highly weathered

6.6 sand stone fragements

6.9

7.2

7.5

7.8 Core 5016-16 7.8 --

8.1

8.4

8.7

9.0 Core 5016-17 9.0 --

9.3

9.6

10.0 Core 5016-18 10.0 -

Abbreviation:UDS : Undisturb Sample DS : Disturbed sample SPT : Corrected Standard Penetration Value

BORE LOG

16/02/2013

Location: Plot No. 5B & 5C, KASEZ, Gandhidham 17/02/2013

Depth in mt

Description of Strata

Leg

end Stratum

Thickness, mt

SamplingSPT Curve

Type Lab. No. Depth, mt.

SP 0.30

SC 3.10

6.60HWR

Corrected SPT

Value, ' N '

0.0

2.0

4.0

6.0

8.0

10.0

12.0

0 10 20 30 40 50 60

Dep

th B

elow

G.L

., m

Penetration Value "N"

Plot of N-Value / Depth

Job No. 2102002-287 20

2102002-10

0.0 -- -- 1 81 18 24.0 SP2102002-

110.6 1.714 8.46 31 38 31 49.0 21.0 28.0 SC

2102002-12

1.5 -- -- 14 43 43 46.0 20.0 26.0 SC2102002-

133.0 1.846 7.52 26 45 29 59.0 25.0 34.0 SC

2102002-14

4.5 -- -- - - - HWR2102002-

156.0 1.861 9.14 - - - HWR

2102002-16

7.5 -- -- - - - HWR2102002-

179.0 1.884 8.33 - - - HWR

2102002-18

10.0 -- -- - - - HWR

c f Pc

kg/cm2 Degree kg/cm2

2102002-10

0.0 -- -- -- -- -- -- --2102002-

110.6 -- -- -- -- -- -- --

2102002-12

1.5 2.609 0.19 25.0 -- -- -- --2102002-

133.0 2.612 0.24 27.0 0.034 0.62 40 --

2102002-14

4.5 -- -- -- -- -- -- --2102002-

156.0 -- -- -- -- -- -- --

2102002-16

7.5 -- -- -- -- -- -- --2102002-

179.0 -- -- -- -- -- -- --

2102002-18

10.0 -- -- -- -- -- -- --

Abbreviations:

G- Gravel, S- Sand, M- Silt, C- Clay PL- Plastic Limit f - Angle of Internal Friction

M.C. - Moisture Content PI - Plasticity Index Cc - Compression Index

LL- Liquid Limit C - Unit Cohesion Pc - Pre-Consolidation Pressure

NP

NA

NA

NA

NA

NA

% S

Consolidation

LL, %

Free Swell, %

SUMMARY -1Lo

catio

n

Lab. No. Depth in m

Density gm/cc

M.C. / Water

Absorption %

Specific Gravity

G

Shear Parameters

PL, % PI, %

SUMMARY -2

I.S. Classi-fication% G % M &

C

Grain Size Distribution Atterberg's limitBH

1

BH 1

Swell Pressure,

kg/cm2CcLoca

tion

Lab. No. Depth in m

Job No. 2102002-287 21

2102002-20

0.0 -- -- 1 71 28 26.0 SP2102002-

210.6 1.642 9.41 21 42 37 43.0 16.0 27.0 SC

2102002-22

1.5 -- -- 8 62 30 55.0 19.0 36.0 SC2102002-

233.0 1.824 8.23 25 26 49 57.0 26.0 31.0 SC

2102002-24

4.5 -- -- - - - HWR2102002-

256.0 1.872 7.14 - - - HWR

2102002-26

7.5 -- -- - - - HWR2102002-

279.0 1.896 7.32 - - - HWR

2102002-28

10.0 -- -- - - - HWR

c f Pc

kg/cm2 Degree kg/cm2

2102002-20

0.0 -- -- -- -- -- -- --2102002-

210.6 -- -- -- -- -- -- --

2102002-22

1.5 2.612 0.21 20.0 -- -- -- --2102002-

233.0 2.618 0.26 26.0 0.036 0.67 35 --

2102002-24

4.5 -- -- -- -- -- -- --2102002-

256.0 -- -- -- -- -- -- --

2102002-26

7.5 -- -- -- -- -- -- --2102002-

279.0 -- -- -- -- -- -- --

2102002-28

10.0 -- -- -- -- -- -- --

Abbreviations:

G- Gravel, S- Sand, M- Silt, C- Clay PL- Plastic Limit f - Angle of Internal Friction

M.C. - Moisture Content PI - Plasticity Index Cc - Compression Index

LL- Liquid Limit C - Unit Cohesion Pc - Pre-Consolidation Pressure

Swell Pressure,

kg/cm2Cc

BH 2

NA

NA

SUMMARY -2

Loca

tion

Lab. No. Depth in m

Specific Gravity

G

Shear Parameters ConsolidationFree

Swell, %

% S % M & C LL, % PL, % PI, %

BH-2

NP

NA

NA

NA

SUMMARY -1Lo

catio

n

Lab. No. Depth in m

Density gm/cc

M.C. / Water

Absorption %

Grain Size Distribution Atterberg's limitI.S. Classi-

fication% G

Job No. 2102002-287 22