sub soil investigation & recommondations in … investigation... · the standard penetration...

Client:

Commissioner, AP CRDA, Vijayawada

GOVERNMENT OF ANDHRAGOVERNMENT OF ANDHRAGOVERNMENT OF ANDHRAGOVERNMENT OF ANDHRA PRADESHPRADESHPRADESHPRADESH

CAPITAL REGION DEVELOPMENT AUTHORITYCAPITAL REGION DEVELOPMENT AUTHORITYCAPITAL REGION DEVELOPMENT AUTHORITYCAPITAL REGION DEVELOPMENT AUTHORITY

1.

REPORT ON

““““SUB SOIL INVESTIGATION & SUB SOIL INVESTIGATION & SUB SOIL INVESTIGATION & SUB SOIL INVESTIGATION &

RECOMMONDATIONSRECOMMONDATIONSRECOMMONDATIONSRECOMMONDATIONS””””

IN AP CAPITAL CITY SEED AREAIN AP CAPITAL CITY SEED AREAIN AP CAPITAL CITY SEED AREAIN AP CAPITAL CITY SEED AREA

Survey done by

Sri Saladi Sri Hari

CONTRACTOR, PERAVALI, WG DISTRICT

Ph: +91 9848364246

Testing done by

DEPARTMENT OF CIVIL ENGINEERING

V R SIDDHARTHA ENGINEERING COLLEGE

VIJAYAWADA

REPORT ON

SUB SOIL INVESTIGATION IN

ANDHRA PRADESH STATE SEED CAPITAL AREA

1. BACKGROUND & NEED:

The Government of Andhra Pradesh has envisaged development of a world class

people’s capital which is located in between the cities of Vijayawada and Guntur in an

extent of about 8,420 Sq.km. The aspiration is to create a vibrant, diverse and modern

Capital City, which is a glowing pride for all the people of Andhra Pradesh and magnet

for industries development. It should synthesize the best features of urban planning,

sustainability and effective governance to create an exclusive, highly livable and world

class eco system.

Andhrapradesh Capital Region Development Authority (CRDA) is enacted by the

Government of Andhra Pradesh through AP CRDA Act, 2014 (Act No: 11 of 2014) to

establish a New Capital ‘Amaravathi’ for the residual state of Andhra Pradesh.

AP CRDA is responsible for planning and regional development authority responsible for

preparation and approval of the Masterplan of the region. The Capital City is envisaged

to be developed as a Smart, Blue-Green and Sustainable City.

It is proposed in the masterplan to construct world class and many iconic structures

in the area, which necessitated the AP CRDA to explore the characteristics of the

sub-soil strata in the proposed seed capital area to plan, design and to execute the

construction activity.

Accordingly, the work of “Sub Soil Investigation in A P Seed Capital Area” with an

estimated cost of Rs. 7.60 Lakh is proposed and awarded to Sri. Saladi Sri Hari,

Contractor, Peravali, West Godavari District on tender basis. The agency is assigned

with the following.

• Soil boring of 150 mm diameter upto 15m depth.

• Collection of undisturbed and disturbed soil samples from the bores.

• Conducting Standard Penetration Test (SPT) at regular intervals within the

bores.

• Testing of undisturbed and disturbed soil samples collected from the bores in

the laboratory.

• Recommendation of suitable bearing capacity and type of foundation

for proposed structures.

2. LOCATION:

The area under scope of this work is spread over in 16.50 Sq. KMs in the village

limits of Lingayapalem, Uddnadarayunipalem and Thallayapalem in Thullur Mandal of

Guntur District. The area under scope is formed with Grid and the following points are

identified for conducting the Sub Soil Exploration.

I. A1, A2, A3, A4, A5, A6, A7 and A8.

II. B1, B2. B3, B4, B5, B6, B7, and B8.

III. C1, C2, C3, C4, C5, C6, C7, and C8.

IV. I1, I2.

The soil samples are extracted at specified locations and got tested in

Velagapudi Ramakrishna Siddhartha Engineering College, Vijayawada. This report contains

the results of field and laboratory tests. Recommendations on Bearing Capacity of soil and

its type, Engineering properties & type of foundation.

3. FIELD INVESTIGATION PROCEDURE:

The Sub-soil investigation was carried out to determine…

• Sequence and extent of each soil and rock stratum likely to be affected by the

proposed work.

• Nature of each stratum and Engineering properties of soil which may affect the

mode of construction of the proposed structures and their foundation.

• Location of ground water table and possible corrosive effects of soil and water on

foundation materials.

4. FIELD SOIL INVESTIGATION PROCEDURES:

The following methods were adopted for sub-soil investigations as per

IS: 1892-1979. Six investigation bores of 150 mm diameter upto a depth of about 15 m

were proposed and drilled within the proposed area of Seed Capital (Grid A , B and C].

In each grid line three bore holes were proposed. The bore holes were spaced at 1.00 KM.

The actual investigation work was started on 12/8/15 and testing in laboratory was

completed on 27/8/15.

Boring was done using combination of shell and auger methods with casing pipe to

depending upon the type of strata met with in the borehole location using hand boring

machine. Bore holes of 150 mm diameter with casing pipe were drilled to facilitate

collection of Undisturbed and Disturbed soil samples and to conduct Standard Penetration

Tests. Confirmatory bore holes were made wherever, hard strata met at shallow depth.

4.1 Drilling:

Each borehole of 150mm diameter is drilled up to the depth of 15.0m. Where ever

caving of the borehole occurred, casing was used to keep the borehole stable. The work

was in general accordance with IS: 1892-1979. The borehole is located at 1 Km interval at

the proposed seed capital.

4.2. Distributed Samples:

Disturbed but representative soil samples were collected, logged labeled and

placed in polythene bags.

4.3. Undisturbed Samples:

Undisturbed soil samples are collected in 100 mm diameter thin walled sampler

(Shelby tube) from the borehole. The sampler used for the sampling had smooth surface

and appropriate area ratio and cutting edge angle thereby minimizing disturbance of soil

during sampling. Samples are logged and labeled properly and transfer to the laboratory

for further testing.

4.4. Method of Sampling:

Sampler is 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. The sampling tubes are made free from dust and rust.

Coating of oil is applied on both sides to obtain the undisturbed samples in best possible

manner.

The sampler is then lowered inside the bore hole on a string of rods and driven to a

predetermined level. On completion of driving the sampler is first rotated within the

borehole to shear the soil sample at bottom and then pulled out. Upon removal of the

sampling tubes, the length of sample in the tube is recorded. The disturbed material in

the upper end of the tube, if any, is completely removed before sealing.

The soil at the lower end of the tube is trimmed to a distance of about 10 to 20

mm. After, Cleaning and inserting an impervious disc at each end, both ends are sealed.

The empty space in the sampler, if any, is filled with the moist soil, and the ends covered

with wall and tight wrapper. The identification mark is then made on each sample.

4.5 Standard Penetration Test (SPT Test):

The standard penetration tests are conducted in each bore as per IS: 2131:

1981(Reaffirmed 2002). The split spoon sampler resting on the bottom of bore hole is

allowed to sink under its own weight, then the split spoon sampler is seated 15 cm with

the blow of hammer falling through 750mm. the driving assembly consists of a driving head

and a 63.5 kg weight. It is ensured that the energy of the falling weight is not reduced by

friction between the drive weight and the guides or between ropes. The rods to which the

sampler is attached for driving are straight, tightly coupled and straight in alignment.

Thereafter the split spoon sampler is further driven by 30cm. The number of blow required

to drive each 15cm penetration is recorded. The first 15cm of drive considered as seating

drive. The total blows required for the second and third 15cm penetration is termed as a

penetration resistance- N value. The N-Values for each bore hole are given in bore logs.

A Strata is considered to be hard, when the ‘N’ Value i.e. the number of blows

required for 300 mm penetration of the SPT spoon beyond a seating penetration of 150

mm in the strata is more than 50 ( Clause 3.3.3 of IS:3132-1981). If the penetration of the

spoon is less than 300 mm more than 50 blows, the N value is written as N>50. All the

results obtained from the field operations are shown in the log of bore (Figure: 1 - 9).

4.6 Water Table:

The depth of water table at the end of boring is observed. 5. LABORATORY TESTS:

The laboratory tests on soil samples were started immediately after the receipt of the

same in the laboratory. Following laboratory tests are carried out to determine the

physical and engineering properties of undistributed and disturbed soil samples.

1. Dry density and moisture content - (IS 2720 part – 2 & 29)

2. Particle size analysis – (IS 2720 part – 4 1985)

3. Atterberg’s limit – (IS 2720 part 5 – 1985)

4. Specific gravity – (IS 2720 part – 3/sec2 1980)

5. Shear test – (IS 2720 part-11 1986)

6. Consolidation test – (IS 2720 part – 15 1986)

7. Free swell and Swell pressure test - (IS 2720 part – 40 1977, part-41 1977))

All laboratory tests are carried out as per the respective Indian Standards.

5.1 Field Dry Density & Natural Moisture Content:

The weight of undistributed soil sample with sampler (Shelby tube) is determined

after removing paraffin wax and loose soil. The total length of soil sample recovery is

determined after deducting empty length from the total length of sampler. The volume of

soil mass retained in sampler is thus determined from the known inside diameter of

sampler and total length of soil mass. The soil mass is then removed and the average

moisture content is determined by keeping the soil sample along with crucible in oven at

100-105 degree centigrade for 24 hours. The empty weight of the sampler is then found

out. From the total weight of sampler with soil mass, the weight of empty sampler is

deducted. The field density is then found out as follows.

Field density (bulk),γt = weight of soil mass / volume of soil mass

And, Field dry density, γd = γt / (1+w)

Where ‘w’ is water content.

5.2 Particle Size Analysis:

The sieve analysis is carried out in accordance with IS: 2720 (Part 4, 1985). The

results are presented in the form of Grain size distribution curve.

Representative soil sample is obtained from the bulk soil sample collected or

received from site by method of coning and quartering. Quantity of soil taken will be

dependent on the maximum size of particle size present in the soil. Sieve analysis is

conducted in two parts.

1) Soil fraction retained on 4.7Smm ISS:

Soil portion retained on 4.75 ISS is weighed. The sample is then separated into

various fractions by Sieving through the following sieves: 100, 75, 19 and 4.75 mm ISS

While sieving through each sieve, sieve is agitated so that sample rolls in irregular

motion over the sieve, at no time the particles are pushed through; Care is also taken to

see that no individual soil particles are broken, though particles adhering one another are

rubbed by rubber pestle when required. Care is also taken not to over load the sieve

beyond the permitted maximum load for respective sieve.

The mass of the material retained on each sieve is recorded The percentage of soil

retained on each sieve is then calculated on the basis of the total mass of soil taken and

from these results, the percentage passing through each sieve is calculated.

2) Soil fraction passing 4.75 ISS:

The portion of the soil passing 4.75mm ISS is oven dried at 105 to 110 centigrade.

The portion is coned & quartered to obtain required representative quantity of the

material. The material is weighed and placed in tray/bucket filled with water for soaking

and loosening the adhered cohesive materials. The soaked soil specimen is then washed on

75 micron IS Sieve until the water passing the sieve is almost clear. The material retained

on 75 micron IS Sieve is then transferred in a tray, dried in oven.

Sieve analysis is then conducted on a nest of sieves (viz. 2 mm, 425 and 75 micron

ISS) either by hand or by using mechanical sieve shaker. The fraction retained on each of

the sieves is weighed separately and masses recorded. Cumulative mass of soil fraction

retained on each sieve is then calculated. The combined gradation on the basis of the

total sample taken for analysis is finally calculated.

5.3 Atterberg's Limits:

For fine grained soils, consistency limits are important in addition to natural

moisture content. The Consistency Limits are Liquid Limit, Plastic Limit and Shrinkage

Limit. Liquid and plastic limits are determined by using procedure given in IS: 2720.

The Liquid Limit test was conducted on disturbed soil samples using Cassagrande’s

Liquid Limit device and grooving tool. The moisture content of the soil paste

corresponding to number of blows required to close the grove made by the grooving tool in

the apparatus is determined. The liquid limit of the soil which corresponds to the moisture

content of a paste which would give 25 blows is determined from the flow curve.

For determination of plastic limit, a soil sample weighing at least 20 gm from the

soil sample passing 425micron IS sieve is thoroughly mixed with water such that it can be

easily moulded 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 then kneaded

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

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

determined and reported as plastic limit.

5.4 Specific Gravity:

The specific gravity of soil solids is determined by a 50ml density bottle. The

weight (Wl) of the empty dry bottle is taken first. A sample of oven-dried soil about 10-20

g cooled in a desiccator, is put in the bottle, and weight (W2) of the bottle and the soil is

taken. The bottle is then filled with distilled water gradually removing the entrapped air

either by applying vacuum or by shaking the bottle. The weight (W3) of the bottle, soil

and water (full up to the top) is then taken. Finally the bottle is emptied completely and

thoroughly washed and clean water is filled to the top and the weight (W4) is taken.

Specific Gravity (G) = (W2 – W1) ------------------------- (W2 – W1) - (W2 – W4)

5.5 Shear Test:

Tri-axial (undrained) tests are carried out to determine the shear parameters. The

shear tests are carried out in accordance with IS: 2720 (pt. X, XI, XII and XIII) on saturated

samples. For unconsolidated undrained tri-axial compression test, the undisturbed soil

specimen having diameter 38 mm and height to diameter ration 2 is prepared and placed

on the pedestal of the tri-axial cell. The cell is then assembled with the loading ram and

then placed in the loading machine. The cell fluid is admitted to the cell and the pressure

is raised to the desired value. An initial reading of the gauge measuring 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 passed or until an axial strain of

20 per cent has been reached. Additional tests are carried out on identical specimen at

confining pressure of 1 kg/cm2

, 2 kg/cm2

and 3 kg/cm2

. The shear parameters are obtained

from the plot of Mohr circles.

Direct Shear Test is carried out using shear box with the specimens

(60mm x 60mm). Specimen with plain grid plate at the bottom of the specimen and plain

grid plate at the top of the specimen is fitted into position in the shear box housing and

assembly placed on the load frame. The serrations of the grid plates are kept at right

angle to the direction of shear. The loading pad is kept on the top grid plate. The required

normal stress is applied and the rate of longitudinal –displacement/shear stress application

so adjusted that no drainage can occur in the sample during the test (1.25mm/min). The

upper part of the shear box is raised such that a gap of about 1mm is left between the two

parts of the box. The test is conducted by applying horizontal shear load to failure or to 20

percent longitudinal .displacement whichever occurs first. The test is repeated on

identical specimens.

5.6 Consolidation Test:

The consolidation tests were carried out on undisturbed soil specimen in order to

determine the settlement characteristics of soil at different depths. The tests were

conducted in accordance to IS: 2720 (Pt-XV).

An undisturbed soil specimen is extruded to the consolidation ring of 60mm

diameter. The edge is trimmed carefully such that the sample flushes with the top and

bottom edges of the ring. The thickness of the specimens 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. Then the

loading cap is p1aced on the top. The consolidometer is placed .in position jn the loading

device and suitably adjusted. The dial gauge is then 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/cm2

is applied to the specimen. The cell is kept filled with water.

After 24 hours the test is continued using a loading sequence on the soil specimen of 0.25,

0.5, 1.0, 2.0, 4.0 and 8.0 kg/cm2. For each loading increment after application of load,

readings of the dial gauge is taken using time sequence 0, 0.25, 1,

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 is designated as compression index Cc.

5.7 Differential Free Swell Test:

In order to determine the swelling characteristics of the soil, differential free swell

test is carried out on oven dried soil sample. 10 gm passing through 425 micron is poured

in two100 ml graduated cylinders. One cylinder was filled with distilled water and another

with kerosene up to 100 ml mark. After 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.

Soil volume in water -soil volume in kerosene DFS = -----------------------------------------------------

Soil volume in kerosene

SUB SOIL PROFILES

A -1, A -2, A-3

B -1, B -2, B-3

C -1, C -2, C-3

6 SUB SOIL PROFILES

The Sub soil profile at the bore hole locations, based on the identification of soil

samples and the results of tests (both field and laboratory) are indicated in Figure: 1 -9. The

idealized design soil parameters are given in Table 1, 3, 5, 7, 9, 11, 13 and 15.

6.1 Bore Hole Number: Grid A- 1 Ground Water Level = 2.60 m

Depth Below

G.L.(metres)

Soil Type and Classification Recorded SPT

“N” Value

0.00 – 1.70 Brownish plastic silty clay [MH - CH] qc = 84 kN/m2

1.70 – 3.00 Brownish clayey silty sand [SC-SM] 24

3.00 – 4.00 Brownish sandy silty clay [MH - CH] qc= 174 kN/m2

4.00 – 5.00 Brownish sandy silty clay [MH - CH] 26

5.00 – 5.70 Brownish sandy silty clay [MH - CH] qc = 224 kN/m2

5.70 – 8.00 Yellowish brown silty fine to medium sand [SM-SP] 35, 44

8.00 – 15.00 Yellowish brown silty fine to medium sand [SM-SP] >50

15.00 – 15.45 Yellowish brown silty fine to medium sand [SM-SP] 44


Depth Below

G.L.(metres)


“N” Value


2.00 – 3.00 Brownish plastic silty clay [MH - CH] 11

3.00 – 5.00 Yellowish brown silty medium to fine sand [SM-SP] 25, 37

5.00 – 9.00 Yellowish brown fine to medium sand [SP] 34,42,43,48

9.00 – 15.45 Yellowish brown fine to medium sand [SP] >50


Depth Below

G.L.(metres)


“N” Value

0.00 – 2.00 Brownish plastic silty clay [MH - CH] qc =128 kN/m2

2.00 – 3.50 Brownish clayey silty sand [SC-SM] 37

3.50 – 5.00 Yellowish brown plastic silty clay [MH-CH] 42

5.00 – 8.00 Yellowish brown fine to medium sand [SP] 40, 47

8.00 – 10.0 Yellowish brown silty fine to medium sand [SM-SP] >50

10.00– 15.45 Yellowish brown fine to medium sand [SP] >50

6.4 Bore Hole Number: Grid B- 1 Ground Water Level = 3.00 m

Depth Below

G.L.(metres)


“N” Value

0.00 – 2.00 Brownish plastic silty clay [MH - CH] UDS, 8

2.00 – 4.00 Yellowish brown plastic silty clay [MH-CH] UDS, 11


5.00 – 8.00 Yellowish brown silty fine to medium sand [SM-SP] 18,22,26

8.00 – 13.60 Yellowish brown silty fine to medium sand [SM-SP] 30,33,35,39,42

13.60– 15.45 Yellowish brown fine to medium sand [SP] UDS, 27


Depth Below

G.L.(metres)


“N” Value



3.00 – 4.60 Brownish plastic silty clay [MH - CH] 12 & UDS

4.60 – 8.00 Yellowish brown silty fine to medium sand [SM-SP] 22, 21, 24

8.00 – 11.50 Yellowish brown silty fine to medium sand [SM-SP] 27,30,34,37

11.50– 14.00 Blackish plastic silty clay [MH-CH], stiff consistency UDS, 16

14.00 – 15.45 Blackish plastic silty clay [MH-CH], stiff consistency UDS, 25


Depth Below

G.L.(metres)


“N” Value




8.00 – 13.10 Yellowish brown silty medium to fine sand [SM-SP] 23,27,30,32,38

13.10– 15.00 Blackish plastic silty clay [MH-CH], stiff consistency 14, UDS

15.00– 15.45 Blackish plastic silty clay [MH-CH], stiff consistency 26

6.7 Bore Hole Number: Grid C- 1 Ground Water Level = 2.00 m

Depth Below

G.L.(metres)


“N” Value






12.00– 14.10 Yellowish brown silty fine to medium sand [SM-SP] 31, 28



Depth Below

G.L.(metres)


“N” Value




6.00 – 10.00 Yellowish brown fine to medium sand [SP] 28,24,27,20

10.00– 12.00 Yellowish brown fine to medium sand [SP] 35, 38

12.00– 14.00 Blackish plastic silty clay [MH-CH] UDS, 12



Depth Below

G.L.(metres)

Soil Type and Classification Recorded

SPT“N” Value





10.70– 11.90 Yellowish brown plastic silty clay [MH-CH] UDS, 27

11.90– 14.00 Blackish plastic silty clay [MH-CH], stiff consistency UDS, 23


7 SELECTION OF FOUNDATION AND BEARING CAPACITY OF SOIL

The soil Profile consists of three layers of varying thickness. The top layer is residual

soil namely brownish plastic silty clay [MH-CH]. The middle layer is alluvial soil namely

sand [SP]. The bottom layer is stiff silty clay [MH-CH] and over consolidated.

Since the proposed structures are framed structure and the top soil is silty clay

followed by sand/ silty clay, Open foundation in the form of Raft foundation/Isolated footing

and deep foundation in the form of Bored Cast in – situ pile foundation are suitable. Pile

supported raft foundation is also suitable.

The size and depth of foundation can be decided based on loading and soil

characteristics.

The depth of foundation should satisfy the following requirements.

It should rests on sound strata of adequate bearing capacity and safe from settlement

considerations also.

It should have adequate embedded length so as to resist the overturning moments due

to horizontal forces and scour.

The following points/definitions should be studied while arriving the bearing capacity of soil.

Any foundation should satisfied the two important criterion namely there should not be a

shear failure and the settlements should be within permissible limits.

The following Indian Standard Code of Practices used while calculating the bearing capacity

of soil

IS: 6403 – 1981 : Code of Practice For Determination of Bearing capacity of shallow

foundation.

IS: 1904 – 1986 : Code of Practice For Design and Construction of Foundations in Soils :

General Requirements

IS: 8009(Part 1) -1976 : Code of Practice For Calculation of Settlements of Foundations

IS: 2131: 1981 – Code of Practice – Method of Standard Penetration Test for Soils

Safe Bearing Capacity: Maximum intensity of loading that the foundation will safely carry

without the risk of shear failure of the soil irrespective of any settlement that may occur

Safe Bearing Pressure Or Net Pressure for Specified Settlement: The intensity of loading

that will cause a permissible settlement or specified settlement of the structure.

Allowable Bearing Capacity: The net intensity of loading which the foundation will carry

without undergoing settlement in excess of the permissible value for the structure under

consideration but not exceeding the net Safe Bearing capacity.

The safe bearing capacity of soil of shallow foundation can be calculated as per IS: 6403-

1981 [This equation is based on shear failure criterion]

qu = C Nc + γγγγ D (Nq-1) + 0.5 γγγγ B Nγγγγ --- (1)

where,

C = value of cohesion

D = Depth of foundation

B = Size of the foundation

Nc, Nq & Nγ - Bearing capacity factors, depends on angle of internal friction, Ф

In clayey soil ie soil having only cohesion, C and Ф = 0; the bearing capacity

factors Nc = 5.14 ; Nq = 1 and Nγ = 0

qu = 5.14 C which indicates that the size of foundation is not having any effect of SBC. It

depends purely on shear strength of clay.

In Sandy soil ie soil having only Ф, the safe bearing capacity depends on Size and depth of

foundation. Nc, Nq and Nγ is highly sensitive to Ф . These factors increases with increasing

value of Ф [ Refer Table 1 of IS:6403 -1981]

The safe bearing capacity of soil will be, qs = qu /F.S.

Where, F.S. = factor of safety [ IS 6403 – 1981 recommends suitable factor of safety; refer

Section 6.1 of IS – 6403 – 1981; generally 3 for shallow foundation].

The following equation is used for the calculation of Safe settlement pressure in

Sandy soil as per IS 6403 – 1981 – Refer Clause 6.1 and 6.1.1

qa = 3.5 ( N-3 ) [(B+0.3)/2B]2 Rw Rd for settlement of 25 mm for Sand

This equation is a mathematical form derived from IS: 8009 (Part 1) - 1976

IS 6403 – 1981 specified the calculation of safe settlement pressure using the chart given

in IS-8009 (Part 1) – 1976 [ Figure 9 in Page No. : 17] and permissible settlements using

IS: 1904 – 1978.

In our calculations, in sand the SPT N value is corrected for overburden and

submergence and 40 mm total permissible settlement in sand is considered.

In general, the settlement pressure is the governing factor in the calculation of bearing

capacity of soil in sand. The shear failure criterion using the equation No.1 will give a

higher value

The allowable bearing capacity of soil is calculated as per IS 6403 specification considering

the shear failure and settlement failure criterion using the following equations.

qu = C Nc Sc Dc + γ D Nq Sq Dq Rw2 + 0.5 γ B NγSγDγRw2 ---- (1)

qa = 35 ( N-3 ) [(B+0.3)/2B]2 Rw Rd for settlement of 25 mm for sand (2)

Qa = 1.25 N for clayey soil (3)

The bearing capacity of soil at different depth is given in Table 1, 3, 5, 7, 9, 11, 13, 15 &

17.

For Example: for Grid C – 1 Bore Hole

Depth = 1.00m to 2.00

Type of soil sample = UDS and SPT

Recorded SPT, N Value = 4/4/7 = 11 at 1.50 m level

Soil Type : Brownish plastic silty clay

Soil Classification: MH - CH

Natural moisture content = 32 %

Unit weight,γ = 2.00 t/m3

Cohesion, C = 5.00 t/m2

Angle of internal friction, φ = 0 degrees

Recorded SPT, N Value = 11

Corrected N value for overburden, saturation = 11 [ Since it is clay]

Assuming the water table may rise upto the top level.

For φ = 0 degrees, Nc = 5.14 , Nq = 1 & Nγ = 0

qu = 5.14 x 1.3 x 5.0 t/m2

= 33.41 t/m2

qs= 33.41 /3 = 11.13 t/m2

qn = qs + γ D = 11.13 + 1.5 x 1.00 = 11.13 + 1.5 = 12.63 t/m2 using shear criterion

In clay, settlement due to consolidation is to be calculated for this pressure. The

settlements should be with in the permissible limits.


Depth = 5.00m to 6.00

Type of soil sample = SPT


Soil Type : yellowish brown silty fine to medium sand

Soil Classification: SM - SP


Cohesion, C = 0 t/m2



Corrected N value for overburden, saturation = 24

For φ = 33 degrees local shear failure is assumed


qs > 40 t/m2

SBC calculation as per Settlement criterion:

The safe settlement pressure of Open foundation can be calculated for an allowable

settlement as per IS: 6403-1981 for shallow foundation

For N= 23 and B = 11 m

Settlement of foundation = 12 mm per 10 t/m2 [ 1.0 kg/cm2]

Settlement under submergence = 24 mm

Maximum permissible settlement = 50 mm [ from IS : 1904 - 1986 ]

Allowable bearing pressure = [ 10 x 50 / 24 ] = 20.83 t/m2

Hence an allowable bearing pressure of 20.0 t/m2 is proposed based on

settlement criterion rather than the shear criterion namely 40 t/m2

The above calculation can be made mathematically using

qa = 0.14 x S ( N-3 ) [(B+0.3)/2B]2 Rw for settlement of “S” mm

qa = 0.14 x 50 x [ 26 – 3] [(11 + 0.3)/(2 x11)]2 x 0.50

= 21.24 t/m2 say 21.00 t/m2

An allowable bearing capacity of 200 kN/m2 [ 20.0 t/m2] is proposed based

on settlement criterion at 5.00 m level for Open foundation.

Deep Foundation in the form of Bored cast in situ pile foundation is ideal for this location for

heavy loading and less number of columns. The length and size & its load carrying capacity

can be obtained from the soil properties given in Tables.

In case of pile foundation, the load carrying capacity of the pile can be calculated using

the static formula given by IS:2911(Part 1/Sec 2) - 2010 considering both friction and

bearing resistance. The allowable load is normally obtained by using an overall factor of

safety of 2.5. The load carrying of pile can also be obtained from the SPT, N values.

For the correlation of cohesion and unconfined compressive strength, static cone resistance

from N values, IS:2911- 2010 is followed.

Unconfined compressive strength = qc = N

Cohesion, Cu = qc/2

Static cone resistance = 2N

The ultimate load carrying capacity of single pile can be obtained from Static Formula as

given in IS 2911(Part 1/Sec3) – 1979 for bored piles considering Skin Friction and bearing

resistance.

For Piles in Cohesive Soil [ Clay ]

Qu = Ap . Nc . Cp + α . C . As ----- ( 1 )

Ap = Cross sectional area of the pile toe

Nc = Bearing capacity factor usually taken as 9 for deep foundation

Cp = Average cohesion at pile tip

α = reduction factor [ usually 0.3 to 1 depends on the strength of clay ]

C = Average cohesion through out the length of pile

For Piles in Cohesionless Granular Soil [ Sand ]

Qu = Ap . Pd . Nq + ∑ K. Pdi . tan δ Asi


Pd = effective overburden pressure at pile toe

Nq = bearing capacity factor depends upon the angle of internal friction, φ

K = coefficient of earth pressure

Pdi = effective overburden pressure for the layer concerned

δ = angle of wall friction between the soil and pile – usually taken as φ

Asi = surface area of pile stem for the layer concerned

The spacing between the centres of piles will be 2.5 – 3.0 times the pile diameter. The piles

should be connected by means of pile cap. The Construction of piles should be done as per

IS:2911-1984 specifications. DMC method is preferable for long piles

Dr N R Krishnamurthy

GEOTECHNICAL LABORATORY: CIVIL ENGINEERING DEPARTMENT V.R. SIDDHARTHA ENGINEERING COLLEGE:: VIJAYAWADA – 7

TABLE: 1 Idealized Design Soil Parameters

Project: Soil Investigation for AP Capital City Seed Area of 16 Sq. KM - The Commissioner /APCRDA/ Vijayawada

Location: A.P. Capital City Seed Area - Guntur District BORE HOLE NO.: Grid – A - 1

Andhra Pradesh (Grid – “A” Line)

Reduced level of the Bore hole = Depth of Water level: 2.60 metres Depth below

the existing

ground level

(metres)

Visual Identification of soil I.S. Soil

Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight

[KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength, qc

[KN/m2]

Shear Parameters Safe bearing

Capacity [KN/m2]

Cohesion C [KN/m2]

φ (deg)

0.00-1.70 Brownish plastic silty clay MH-CH 24 16.00 UDS 84 42 0 90

1.70-3.00 Brownish clayey silty sand SC-SM 19 16.50 24 - 28 30 [email protected]

3.00-4.00 Brownish sandy silty clay MH-CH 22 16.20 UDS 174 78 4 175

4.00-5.00 Brownish sandy silty clay MH-CH 25 16.20 26 204 98 4 210

5.00-5.70 Brownish sandy silty clay MH-CH 22 16.50 UDS 224 106 8 225

5.70-8.00 Yellowish brownish silty fine

to medium sand SM-SP 15,17 16.50 35,44

[Es = 550

kg/cm2] 0 36 250


to medium sand SM-SP 21 16.50 >50

[Es = 600

kg/cm2] 0 38 275


to medium sand SM-SP 16 16.30 44

[Es = 500

kg/cm2] 0 34 225

qc = Unconfined compressive strength

Es = Modulus of Soil

GEOTECHNICAL LABORATORY: CIVIL ENGINEERING DEPARTMENT

V.R. SIDDHARTHA ENGINEERING COLLEGE:: VIJAYAWADA – 7

TABLE No: 2 Results of Laboratory Soil Testing




Date Depth of GWT below GL: 2.60 metres

Depth

belo

w G

L (

m)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on

of

Soil

I.S

. S

oil

Cla

ssif

icati

on

Unco

nfi

ned

com

pre

ssiv

e S

tren

gth

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coar

se S

and s

ize

(%)

Med

ium

San

d S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Speci

fic

Gra

vit

y,

G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

0.00-1.00 DS Brownish plastic silty clay MH-CH 0 0 0 02 98

1.00-1.45 UDS Brownish plastic silty clay MH-CH 84 16.0 24 68 26 42 60 2.68

2.00-2.45 SPT Brownish clayey silty sand SC-SM 16.5 19 0 0 30 31 39 24 2.66

3.00-3.45 UDS Brownish sandy silty clay MH-CH 174 16.2 22 55 22 33 60 2.67

4.00-4.45 SPT Brownish sandy silty clay MH-CH 204 16.2 25 54 26 28 0 0 0 6 94 26 60

5.00-5.45 UDS Brownish sandy silty clay MH-CH 224 16.5 22 56 24 32

6.00-6.45 SPT Yellowish brown silty fine

to medium sand SM-SP 16.5 15 NP NP NP 0 0 78 20 2 35

2.65

Bore Hole No: Grid - A1 Table No. 2 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)




to medium sand SM-SP 16.5 21 NP NP NP 0 0 72 23 5 >50







2.65









DS : Distributed but representative soil sample FMC : Field Moisture Content

UDS : Undisturbed soil sample FDD : Field Dry Density

SPT : Standard penetration test sample Atterberg Limits (LL,PL,SL) on soil passing 0.425 mm sieve size

GL : Ground Level Differential free swell on soil passing 0.425 mm sieve size

GWL : Ground Water Level CR : Core Recovery Ration RQD : Rock Quality Designation






educed level of the Bore hole = Depth of Water level: 2.20 metres

Depth below

the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength,qc [KN/m2]


Capacity [KN/m2]

Cohesion C [KN/m2]

φ (deg)


2.00-3.00 Brownish plastic silty clay MH-CH 20 16.50 11 - 56 0 110

3.00-5.00 Yellowish brownish silty

medium to fine sand SM-SP 23,24 16.40 25,37

[Es = 550

kg/cm2] 0 36 250

5.00-9.00 Yellowish brownish fine to

medium sand SP 14,18 16.40

34,42

43,48

[Es = 550

kg/cm2] 0 36 250


medium sand SP 19,21 16.50 >50

[Es = 600

kg/cm2] 0 38 275










Depth

belo

w G

L (

m)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on

of

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unconfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coar

se S

and s

ize

(%)

Med

ium

San

d S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l In

dex

(%)

Speci

fic

Gra

vit

y,

G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

0.00-1.00 DS Brownish plastic silty clay MH-

CH 68 28 40

1.00-1.45 UDS Brownish plastic silty clay MH-

CH 88

16.

4 24 60 26 34 0 0 0 1 99 60

2.67

2.00-2.45 SPT Brownish plastic silty clay MH-

CH

16.

5 20 59 25 34 0 0 0 3 97 11 50

3.00-3.45 SPT Yellowish brownish silty

medium to fine sand SM-SP

16.

4 23 NP NP NP 0 0 36 50 14 25

2.65


medium to fine sand SM-SP

16.

4 24 NP NP NP 0 0 28 70 2 37

5.00-5.45 SPT Yellowish brownish fine

to medium sand SP

16.

4 20 NP NP NP 0 0 65 33 2 34


to medium sand SP

16.

4 14 NP NP NP 0 0 59 33 8 42

2.65

Bore Hole No: Grid – A 2 Table No. 4 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

7.00-7.45 SP

T

Yellowish brownish fine to

medium sand SP 16.4 18 NP NP NP 0 0 80 15 5 43

8.00-8.45 SP

T



9.00-9.45 SP

T


medium sand SP 16.5 21 NP NP NP 0 0 79 17 4 >50

2.65

10.0-10.45 SP

T



11.00-11.45 SP

T



12.00-12.45 SP

T



13.00-13.45 SP

T



14.00-14.45 SP

T



2.65

15.00-15.45 SP

T













Reduced level of the Bore hole = Depth of Water level: 3.80 metres

Depth below

the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength, qc [KN/m2]


Capacity [KN/m2]

Cohesion C

[KN/m2] φ

(deg)


2.00-3.50 Brownish plastic silty clay MH-CH 23,20 17.50 37,UDS 248 120 4 250

3.50-5.00 Yellowish brownish plastic

silty clay MH-CH 27 16.50 42 - 152 0 300


medium sand SP 19 16.40 40,47

[Es = 550

kg/cm2] 0 36 250


fine to medium sand SM-SP 20 16.50 >50

[Es = 600

kg/cm2] 0 38 275


medium sand SP 18,15 16.50 >50

[Es = 600

kg/cm2] 0 38 275








Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned

com

pre

ssiv

e S

tren

gth

qu [

KN

.M2]

Dry

unit

Weig

ht,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Med

ium

San

d S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Spec

ific

Gra

vit

y,

G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

0.00-1.00 DS Brownish plastic silty clay MH-CH 2.67

1.00-1.45 UDS Brownish plastic silty clay MH-CH 128 17.40 20 62 25 37 60

2.00-2.45 SPT Brownish plastic silty clay MH-CH 23 0 0 0 2 98 37


4.00-4.45 SPT Yellowish brownish plastic

silty clay MH-CH 16.5 27 70 27 43 0 0 0 6 94 42




to medium sand SP 16.4 19 NP NP NP 0 0 65 34 1 47

2.65

Bore Hole No: Grid - A 3 Table No. 6 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

7.00-7.45 SPT Yellowish brownish fine to


2.65


fine to medium sand SM-SP 16.5 19 NP NP NP 0 0 72 21 7 >50


fine to medium sand SM-SP 16.5 20 NP NP NP 0 0 63 29 8 >50







2.65















Location: A.P. Capital City Seed Area - Guntur District BORE HOLE NO.: Grid – B - 1

Andhra Pradesh (Grid – “B” Line)


the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive



Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)

0.00-2.00 Brownish plastic silty clay MH-CH 25,28 16.00 UDS,8 60 30 0 60


silty clay MH-CH 28 15.00 UDS,11 108 54 0 110


silty clay MH-CH 34,33 14.80 UDS,14 136 68 0 140


fine to medium sand SM-SP 20,19 16.20 18,22,26

[Es = 500

kg/cm2] 0 34 200


fine to medium sand SM-SP 18,20 16.40

30,33,32

35,39,42

[Es = 550

kg/cm2] 0 36 225

13.60-15.50 Blackish plastic silty clay-

stiff MH-CH 30,34

15.60

15.10 UDS,27 212 106 0 220

Consolidation Test Results: qc = Unconfined compressive strength


Depth = 14.0 – 14.45 m

NMC = 30% ; γd = 15.6 kN/m3; G = 2.70; Initial void ratio, eo = 0.810

Compression Index= Cc=0.214; Pre consolidation Pressure, Po=1.0 kg/cm2

Modulus of soil (Es) = 750 kg/cm2








Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion

of

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned

com

pre

ssiv

e S

tren

gth

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Med

ium

Sand S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Speci

fic

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

0.00-1.00 DS Brownish plastic silty clay MH-CH 0 0 0 1 99


1.50-1.95 SPT Brownish plastic silty clay MH-CH 28 8

2.00-2.95 UDS Yellowish brownish plastic

silty clay MH-CH 108 15.0 28 69 27 42 0 0 0 1 99 60


silty clay MH-CH 27 11


silty clay MH-CH 136 14.8 34 72 29 43 0 0 0 2 99

2.67



Bore Hole No: Grid – B1 Table No. 8 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)


fine to medium sand SM-SP 16.2 20 NP NP NP 0 2 81 12 5 18



2.65







2.65









14.00-14.45 UDS

Blackish plastic silty clay MH-CH 212 15.6 30 86 32 54 120 2.70

15.00-15.45 SPT

Blackish plastic silty clay MH-CH 15.1 34 85 28 57 0 0 0 1 99 110












the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive



Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)

0.00-2.00 Brownish plastic silty clay MH-CH 30 15.0 UDS,8 68 34 0 70


3.00-4.60 Brownish plastic silty clay MH-CH 30 15.20 12,UDS 128 64 0 130


to medium sand SM-SP 17,20 16.30 22,21,24

[Es = 500

kg/cm2] 0 34 200


to medium sand SM-SP 17 16.40

27,30

34,37

[Es = 550

kg/cm2] 0 36 225


stiff MH-CH 24,30 15.70 UDS,16 148 74 0 150


stiff MH-CH 31 15.30 UDS,25 240 120 0 240



Depth = 12.0 – 12.45 m











Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion

of

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unconfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Weig

ht,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Med

ium

Sand S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l In

dex

(%

)

Spec

ific

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

0.00-1.00 DS Brownish plastic silty

clay MH-CH

1.00-1.45 UDS Brownish plastic silty

clay MH-CH 68 15.0 30 69 29 40 0 0 0 2 98 40

2.67

1.50-1.95 SPT Brownish plastic silty

clay MH-CH 15.0 30 8


clay MH-CH 86 15,1 39 9 9 9 1 88 60


clay MH-CH 15.1 30 80 29 51 12


clay MH-CH 128 15.2 30 59 28 31 0 0 0 2 98 50

2.67



Bore Hole No: Grid, B2 Table No. 10 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)





2.65









2.65

12.00-12.45 UDS

Blackish plastic silty clay MH-CH 148 15.7 24 78 30 48 2.70

13.00-13.45 SPT Blackish plastic silty clay

MH-CH 15.7 30 0 0 0 2 98 16 80

14.00-14.45 UDS Blackish plastic silty clay

MH-CH 240 15.3 31 82 30 52 2.70


MH-CH 15.3 34 25











Reduced level of the Bore hole = Depth of Water level: 1.80 m Depth below

the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength [KN/m2]


Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)


2.00-3.50 Brownish plastic silty clay

MH-CH 26 15.40 UDS,9 88 44 0 90


medium to fine sand SM-SP 23 16.20

19,22

15

[Es = 475

kg/cm2] 0 33 200


to medium sand SM-SP 19 16.30

23,27,30

32,38

[Es = 550

kg/cm2] 0 36 225

13.10-15.00 Blackish plastic silty clay SM-SP 31,28 15.10

15.20 14,UDS 148 74 0 150


stiff consistency MH-CH 30 15.40 26 240 120 0 240



Depth = 14.0 – 14.45 m










Date Depth of GWT below GL: 1.80 m

Dep

th b

elow

GL

(m)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on

of

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned

com

pre

ssiv

e

Str

ength

qu

Dry

unit

Wei

ght,

γd

[KN

.M3]

Natu

ral

Mois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Med

ium

San

d S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swell

Index

(%

)

Spec

ific

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

0.00-1.00 DS Brownish plastic silty

clay MH-CH


clay MH-CH 60 16.0 18 54 26 28 0 0 0 2 98 40

2.67


clay MH-CH 16.0 20 7


clay MH-CH 88 15.4 26 56 26 30 40


clay MH-CH 15.4 26 0 0 0 3 97 9

2.67


medium to fine sand SM-SP 16.2 23 NP NP NP 0 0 25 65 10 16



Bore Hole No: Grid, B3 Table No. 12 ( Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)





2.65












MH-CH 15.1 31 14


MH-CH 148 15.2 28 76 28 48 0 0 0 2 98 100 2.70


MH-CH 240 15.4 30 26









Location: A.P. Capital City Seed Area - Guntur District BORE HOLE NO.: Grid – C - 1

Andhra Pradesh (Grid – “C” Line)


the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive



Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)

0.00-2.50 Brownish plastic silty clay MH-CH 25,32 16.0

15.70 UDS,11 106 50 2 110


MH-CH 34,33 15.40

15.50 UDS,13 124 62 0 125



fine to medium sand SM-SP 21 16.30

21,26

28,32

[Es = 500

kg/cm2] 0 34 200



38,37

42

[Es = 550

kg/cm2] 0 36 225


fine to medium sand SM-SP 18 16.30 31,28

[Es = 500

kg/cm2] 0 34 200

14.10-15.50 Blackish plastic silty clay MH-CH 30 15.60 UDS,25 208 104 0 210



Depth = 14.0 – 14.45 m










Date Depth of GWT below GL: 2.00m

Depth

bel

ow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on

of

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unconfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coar

se S

and s

ize

(%)

Med

ium

San

d S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swell

Index

(%)

Speci

fic

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)


clay MH-CH 106 16.0 25 0 0 0

2.68


clay MH-CH 15.7 32 80 30 50 11


clay MH-CH 124 15.4 34 69 29 40 0 0 0 2 98

2.68


clay MH-CH 15.5 33 86 30 56 0 0 0 1 99 13 80


clay MH-CH 154 15.4 34

2.68


clay MH-CH 15.4 34 70 29 41 0 0 0 2 98 16 90



Bore Hole No: Grid – C, 1 Table No. 14 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)







2.65











14.00-14.45 UDS Blackish plastic silty

clay-medium stiff MH-CH 208 15.6 30 74 30 44 60

15.00-15.45 SPT Blackish plastic silty

clay- medium stiff MH-CH 15.6 31 0 0 0 2 98 25

2.70











Reduced level of the Bore hole = Depth of Water level: 1.50m

Depth below

the existing

ground level

(metres)

Visual Identification of soil

I.S. Soil

Classificat

ion

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3

]

Recorded

SPT value

(N)

Un confined

Compressive

Strength, qc

[KN/m2]

Shear

Parameters Safe bearing

Capacity [KN/m2]

Cohesion

C [KN/m2]

φ (deg)


15.60 UDS,9 104 52 0 105


MH-CH 30,31 15.50

15.40 UDS,14 136 68 0 140

3.60-6.00 Yellowish brownish silty fine to

medium sand SM-SP 26 16.30 22,23

[Es = 500

kg/cm2] 0 34 200


medium sand SP 22 16.30

28,24

27,20

[Es = 500

kg/cm2] 0 34 200

10.00-12.00 Yellowish brownish fine to medium

sand SP 21 16.40 35,38

[Es = 550

kg/cm2] 0 36 225

12.00-14.00 Blackish brown plastic silty clay MH-CH 34 15.2 UDS,12 118 59 0 120




Depth = 12.0 – 12.45 m











Depth

belo

w G

L

(m)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unconfi

ned

com

pre

ssiv

e

Str

ength

qu

Dry

unit

Weig

ht,

γd [

KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coar

se S

and s

ize

(%)

Med

ium

San

d

Siz

e (%

)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l In

dex

(%)

Speci

fic

Gra

vit

y ,

G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)


clay MH-CH 104 15.5 30 0 0 0 1 99 60


clay MH-CH 15.6 29 68 28 40 9

2.68


clay MH-CH 136 15.5 30 70 29 41 60


clay MH-CH 15.4 31 0 0 0 1 99 14



2.65





Bore Hole No: Grid C2 Table No. 16 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)


to medium sand

SP 16.3 21 NP NP NP 0 0 84 5 11 24


to medium sand

SP 16.3 22 NP NP NP 0 0 88 6 6 27

2.65


to medium sand

SP 16.3 19 NP NP NP 0 0 87 6 7 20


to medium sand

SP 16.4 22 NP NP NP 0 0 86 6 8 35


to medium sand

SP 16.4 21 NP NP NP 0 0 84 7 9 38

12.00-12.45 UDS Blackish brown plastic

silty clay MH-CH 118 15.2 34 69 30 39

2.70

13.00-13.45 SPT Blackish brown plastic

silty clay MH-CH 15.1 36 0 0 0 1 99 12 80


silty clay MH-CH 202 15.5 28 78 30 48

2.70


silty clay MH-CH 30 22 120












the existing

ground level

(metres)


Classifica

tion

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive



Capacity [KN/m2]

Cohesion C [KN/m2]

φ (deg)


14.9

UDS,7 68 34 0 75



15.1

UDS,14 136 68 0 140


medium sand

SM-SP 18 16.30 20,29 [Es = 500

kg/cm2]

0 34 200


medium sand

SM-SP 20 16.40 38,41

39,46

[Es = 550

kg/cm2]

0 36 225

10.70-11.90 Yellowish brownish plastic silty

clay

MH-CH 32,34 15.2

15.0

UDS,27 206 103 0 210





Depth = 14.0 – 14.45 m











Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unconfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Weig

ht,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Spec

ific

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

1.00-1.45 UDS Brownish plastic silty clay MH-CH 68 15.0 32 64 28 36 2.67

1.50-1.95 SPT Brownish plastic silty clay MH-CH 14,9 33 0 0 0 1 99 7 60

2.50-2.95 UDS Brownish plastic silty clay MH-CH 108 15.0 32 68 38

3.00-3.45 SPT Brownish plastic silty clay MH-CH 15,0 32 11 2.67

4.00-4.45 UDS Brownish plastic silty clay MH-CH 136 15.2 30 70 30 40 0 0 0 2 98 60

4.50-4.95 SPT Brownish plastic silty clay MH-CH 15.1 31 14



2.66

Bore Hole No: Grid C-3 Table No. 18 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)











11.00-11.45 UDS Yellowish brownish

plastic silty clay MH-CH 206 15.2 30 78 31 48

11.50-11.95 SPT Yellowish brownish

plastic silty clay MH-CH 15.0 32 0 0 0 2 98 27


silty clay MH-CH 208 14.8 34 79 31 48


silty clay MH-CH 34 0 0 0 1 99 23 80


silty clay MH-CH 278 14.9 33 84 31 53








8 CONCLUSIONS

Based on the field and laboratory test results, the following recommendations are made

for the APCRDA Capital City SEED Area of 16 Sq. KM in Guntur District, Andhra

Pradesh [ [For Grid A-1,2,3; B-1,2,3 & C-1,2,3 bore holes].

• The soil Profile consists of three layers of varying thickness.

• The top layer is residual soil namely brownish plastic silty clay [MH-CH].

• The middle layer is alluvial soil namely sand [SP].

• The bottom layer is stiff silty clay [MH-CH] and over consolidated.

• The soil profile at different locations is given in Figure 1 to 9 for various bore

hole locations namely A-1, 2, 3 ; B- 1, 2, 3 and C-1, 2, 3.

• The physical properties of soil at different depth and location are given in Tables

1 to 18.

• The safe bearing capacity of soil at different depth and location is given in Table

1, 3, 5, 7, 9, 11, 13, 15 and 17.

• Suitable foundation may be selected from the soil profile and requirement.


Professor Professor & Head Dean/Principal

SUB SOIL PROFILES

A -4, A -5

B -4, B -5

C -4, C -5

6 SUB SOIL PROFILES



idealized design soil parameters are given in Table 1, 3, 5, 7, 9 and 11.


Depth Below

G.L.(metres)


“N” Value

0.00 – 1.50 Brownish sandy silty clay [MH - CH] qc= 116 kN/m2

1.50 – 2.50 Brownish clayey silty sand [SC-CI] 16

2.50 – 4.00 Brownish sandy silty clay [MH - CH] 19

4.00 – 5.00 Yellowish brown silty fine sand [SM-SP] 23


7.00 – 13.00 Yellowish brown fine to medium sand [SP] 35,46,48,44,50

13.00– 15.50 Yellowish brown fine to medium sand [SM-SP] 39,37,41


Depth Below

G.L.(metres)


“N” Value


2.00 – 3.70 Brownish plastic sandy silty clay [MH-CH] qc = 88 kN/m2


5.00 – 12.00 Yellowish brown fine to medium sand [SP] 20,23,24,28,33

12.00– 15.50 Yellowish brown fine to medium sand [SP] 35,39,43,48


Depth Below

G.L.(metres)


“N” Value




5.00 – 11.00 Yellowish brown silty fine to medium sand [SM-SP] 19,24,26,28,

31, 27

11.00– 15.50 Yellowish brown fine to medium sand [SP] 30,37,41,38,45


Depth Below Soil Type and Classification Recorded SPT

G.L.(metres) “N” Value




7.00 – 11.00 Yellowish brown fine to medium sand [SP] 20, 21, 23, 27


14.60– 15.50 Blackish brown plastic silty clay [MH-CH] 28


Depth Below

G.L.(metres)


“N” Value


2.50 – 4.00 Brownish plastic silty clay [MH - CH] qc =106kN/m2

4.00 – 5.50 Brownish plastic silty clay [MH - CH] 12 & UDS



8.70– 11.00 Yellowish brown plastic silty clay [MH-CH] 15, 17

11.00 – 14.00 Blackish plastic silty clay [MH-CH], stiff consistency 14, UDS, 15

14.00 – 15.50 Blackish plastic silty clay [MH-CH], stiff consistency 17, 21


Depth Below

G.L.(metres)


“N” Value





8.00 – 11.40 Yellowish brown silty medium to fine sand [SM-SP] 33,37,38,39

11.40– 14.00 Yellowish brown plastic silty clay [MH-CH] 12, UDS

14.00– 15.50 Blackish plastic silty clay [MH-CH], stiff consistency 14, UDS










characteristics.










of soil


foundation.















where,





















IS: 1904 – 1978.





higher value






The bearing capacity of soil at different depth is given in Table 1, 3, 5, 7, 9 & 11.


Depth = 1.00m to 2.00













qu = 5.14 x 1.3 x 5.3 t/m2

= 35.41 t/m2

qs= 35.41 /3 = 11.80 t/m2





Depth = 7.00m to 8.70












qs > 40 t/m2

















qa = 0.14 x 50 x [ 23 – 3] [(3 + 0.3)/(2 x3)]2 x 0.50

= 21.18 t/m2 say 21.00 t/m2













Cohesion, Cu = qc/2




resistance.


Qu = Ap . Nc . Cp + α . C . As ----- ( 1 )

























the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight

[KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength,qc

[KN/m2]


Capacity [KN/m2]

Cohesion C [KN/m2]

φ (deg)

0.00-1.50 Brownish sandy silty clay MI-CI 17 17.00 UDS 116 52 8 120

1.50-2.50 Brownish clayey sand SC-CI 19 17.00 16 - 40 20 150

2.50-4.00 Brownish sandy silty clay MI-CI 21,16 17.20 UDS,19 174 80 10 175


fine sand SM-SP 15 16.40 23

[Es = 550

kg/cm2] 0 36 250



[Es = 550

kg/cm2] 0 36 250



35,46

48,44,50

[Es = 550

kg/cm2] 0 36 250


medium sand SP 16 16.30 39,37,41

[Es = 500

kg/cm2] 0 34 225










Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unconfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Weig

ht,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Spec

ific

Gra

vit

y, G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

0.00-1.00 DS Brownish sandy silty clay MI-CI

1.00-1.45 UDS Brownish sandy silty clay MI-CI 116 17.0 17 49 26 23 0 0 18 9 73 40 2.67

1.50-1.95 SPT Brownish sandy

clay/clayey sand SC-CI 17.0 19 0 0 10 44 46 16

2.66

2.00-2.95 UDS Brownish sandy silty clay MI-CI 174 17.2 21 50 27 23 0 0 10 9 81 2.67

3.00-3.45 SPT Brownish sandy clay MI-CI 17.3 16 0 0 8 38 54 19


fine sand SM-SP 16.4 15 NP NP NP 0 0 11 60 29 23

2.65



Bore Hole No: Grid, A 4 Table No. 2 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)




medium sand

SP 16.4 19 NP NP NP 0 0 80 15 5 35


medium sand

SP 16.4 18 NP NP NP 0 0 80 16 4 46

2.65


medium sand

SP 16.4 17 NP NP NP 0 0 82 14 4 33


medium sand

SP 16.4 18 NP NP NP 0 0 79 23 0 48


medium sand

SP 16.4 16 NP NP NP 0 0 82 15 3 44

2.65


medium sand

SP 16.4 18 NP NP NP 0 0 81 14 5 50


medium sand

SP 16.3 15 NP NP NP 0 0 86 9 5 39


medium sand

SP 16.3 16 NP NP NP 0 0 85 9 6 37

2.65


medium sand

SP 16.3 16 NP NP NP 0 0 87 8 5 41












Depth below

the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight

[KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength, qc

[KN/m2]


Capacity [KN/m2]

Cohesion C [KN/m2]

φ (deg)


2.00-3.70 Brownish plastic sandy silty

clay MH-CH 20 16.50 UDS,8 88 40 4 90


fine to medium sand SM-SP 20 16.20 12

[Es = 450

kg/cm2] 0 32 170



20,23,24

26,28,33

[Es = 500

kg/cm2] 0 33 200



35,39

43,48

[Es = 550

kg/cm2] 0 34 225










Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned

com

pre

ssiv

e S

tren

gth

qu

[KN

.M2]

Dry

unit

Wei

ght,

γd

[KN

.M3]

Natu

ral

Mois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coar

se S

and s

ize

(%)

Med

ium

San

d S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Valu

e,

(N)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Spec

ific

Gra

vit

y,

G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17)

0.00-1.00 DS Brownish plastic silty clay MH-CH

1.00-1.45 UDS Brownish plastic silty clay MH-CH 78 16.2 24 69 26 43 0 0 0 1 99 60 2.68

1.50-1.95 SPT Brownish plastic silty clay MH-CH 24 7

2.00-2.95 UDS Brownish sandy silty clay MH-CH 88 16.5 20 0 0 15 13 72 2.67

3.00-3.45 SPT Brownish sandy silty clay MH-CH 16.1 22 64 27 37 8 80


fine to medium sand

SM-SP 16.2 20 NP NP NP 0 0 83 14 13 12


to medium sand

SP 16.3 17 NP NP NP 0 0 77 20 3 20 2.65

Bore Hole No: Grid, A-5 Table No. 4 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)



2.65


medium sand

SP 16.3 20 NP NP NP 0 0 75 20 5 24


medium sand

SP 16.3 20 NP NP NP 0 0 76 18 6 26


medium sand

SP 16.3 18 NP NP NP 0 0 78 19 3 28


medium sand

SP 16.3 21 NP NP NP 0 0 68 26 6 32


medium sand

SP 16.3 20 NP NP NP 0 0 77 19 4 33


medium sand

SP 16.4 20 NP NP NP 0 0 71 19 10 35

2.65


medium sand

SP

16.4 18 NP NP NP 0 0 75 20 5 39


medium sand

SP

16.4 21 NP NP NP 0 0 64 25 11 43


medium sand

SP

16.4 20 NP NP NP 0 0 76 19 5 48












Depth below

the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength [KN/m2]


Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)


15.60 UDS,8 78 39 0 80



15.40 UDS,9 88 44 0 90



19,24,26

28,31,27

[Es = 550

kg/cm2] 0 34 200



30,37,41

38,45

[Es = 600

kg/cm2] 0 36 225










Dep

th b

elo

w G

L (

m)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned c

om

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coar

se S

and s

ize

(%)

Med

ium

San

d S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Valu

e, (

N)

Dif

fere

nti

al F

ree

swel

l

Index (

%)

Spec

ific

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)





3.00-3.45 SPT Brownish plastic silty clay MH-CH 15.4 29 0 0 0 2 98 10 60



Bore Hole No: Grid B-4 Table No. 6 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)


































the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive



Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)


15.50 UDS,8 78 39 0 80


MH-CH 24,26 16.0

15.9 UDS,10 98 49 0 100


fine to medium sand SM-SP 18,19 16.20 12,16,17

[Es = 500

kg/cm2] 0 33 175



20,21,23

27

[Es = 550

kg/cm2] 0 34 200

1100-14.60 Yellowish brownish fine to


33,38

37,40

[Es = 600

kg/cm2] 0 36 225

14.60-15.50 Blackish brown plastic silty

clay MH-CH 34 15.2 28 248 124 0 250










Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned c

om

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd

[KN

.M3]

Natu

ral

Mois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coar

se S

and s

ize

(%)

Med

ium

San

d S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Valu

e, (

N)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Spec

ific

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)



1.50-1.95 SPT Brownish plastic silty clay MH-CH 15.5 28 0 0 0 1 99 8

2.50-2.95 UDS Brownish plastic silty clay MH-CH 98 16.0 24 68 26 42 60

3.00-3.45 SPT Brownish plastic silty clay MH-CH 15.9 26 0 0 0 2 98 10 2.68





2.65

Bore Hole No: Grid, B5 Table No. 8 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)



2.65




to medium sand

SP 16.3 19 NP NP NP 0 2 81 15 2 21


to medium sand

SP 16.3 16 NP NP NP 0 2 81 11 6 23


to medium sand

SP 16.3 19 NP NP NP 0 2 82 12 4 27

2.65


to medium sand

SP 16.4 17 NP NP NP 0 2 80 15 3 33


to medium sand

SP 16.4 15 NP NP NP 0 2 79 15 4 38


to medium sand

SP 16.4 10 NP NP NP 0 0 62 27 8 37


to medium sand

SP 16.4 11 NP NP NP 0 3 89 5 3 40


silty clay MH-CH 248 15.2 34 78 32 46 28 100

2.7












the existing

ground level

(metres)


I.S. Soil

Classific

ation

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength,qc [KN/m2]


Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)






medium sand

SM-SP 18 16.30 21,25 [Es = 550

kg/cm2]

0 34 200


clay

MH-CH 24,30 15.40 15,17 160 80 0 160

11.00-14.00 Blackish brown plastic silty clay MH-CH 39 14.00 14,UDS,15 140 70 0 140

14.00-15.50 Blackish brown plastic silty clay MH-CH 40 14.10 17,21 178 89 0 180



Depth = 12.0 – 12.45 m











Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion

of

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned

com

pre

ssiv

e S

tren

gth

qu [

KN

.M2]

Dry

unit

Weig

ht,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N)

Dif

fere

nti

al F

ree

swel

l

Index

(%

)

Spec

ific

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

1.00-1.45 UDS Brownish plastic silty clay MH-CH 78 14.5 33 68 29 39

1.50-1.95 SPT Brownish plastic silty clay MH-CH 15.0 30 0 0 0 1 99 7 40 2.68

2.50-2.95 UDS Brownish plastic silty clay MH-CH 10

6 14.8 32

3.00-3.45 SPT Brownish plastic silty clay MH-CH 14.7 33 71 30 41 0 0 0 2 98 10 60


6 15.4 28

2.68

4.50-4.95 SPT Brownish plastic silty clay MH-CH 15.4 28 74 28 46 12


8 15.4 30 0 0 0 2 98 60

2.68

Bore Hole No: Grid, C - 4 Table No. 10 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)


clay MH-CH 15.6 26 71 29 43 13 60



2.65




plastic silty clay MH-CH 24 15


plastic silty clay MH-CH 160 15.4 30 68 29 39 0 0 0 2 98 40

2.70






silty clay MH-CH 140 14.0 39 79 32 47 0 0 0 1 99

2.70






silty clay MH-CH 178 14.1 40 84 32 52 21












the existing

ground level

(metres)


I.S. Soil

Classifica

tion

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength,qc [KN/m2]


Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)




MH-CH 30 15.50 UDS,17 164 82 0 170


medium sand SM-SP 20 16.30 16,21,24

[Es = 550

kg/cm2] 0 34 200


medium sand SM-SP 20 16.40

33,37

38,39

[Es = 600

kg/cm2] 0 36 225


clay MH-CH 30 15.50 12,UDS 120 60 0 120

14.00-15.50 Blackish brown plastic silty clay MH-CH 28,31 15.40 14,UDS 148 74 0 150



Depth = 15.0 – 15.45 m











Depth

bel

ow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l

Index

(%

)

Speci

fic

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)









2.65

Bore Hole No: Grid, C-5 Table No. 12 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)







2.65









2.70


plastic silty clay MH-CH 120 15.5 30 69 27 42 0 0 0 2 98 40


silty clay MH-CH 15.6 28 14


silty clay MH-CH 148 15.4 31 78 30 48






8 CONCLUSIONS



Pradesh [ [For Grid A-4, 5; B-4, 5 & C- 4, 5 bore holes].






hole locations namely A-4, 5 ; B- 4, 5 and C- 4, 5.


1 to 12.


1, 3, 5, 7, 9 and 13.




SUB SOIL PROFILES

A -6, A -7, A-8

B -6, B -7, B-8

C -6, C -7, C-8

6 SUB SOIL PROFILES



idealized design soil parameters are given in Table 1, 3, 5, 7, 9 , 11, 13, 15, and 17.


Depth Below

G.L.(metres)


“N” Value

0.00 – 2.00 Brownish Plastic silty clay [MH - CH] qc= 86 kN/m2


3.75 – 8.00 Yellowish brown silty fine to medium sand [SM-SP] 11, 12, 16, 19

8.00 – 15.50 Yellowish brown fine to medium sand [SP] 25, 29, 34

35, 40, 42


Depth Below

G.L.(metres)


“N” Value


2.00 – 3.00 Brownish plastic silty clay [MH-CH] qc =142 kN/m2


4.00 – 5.00 Yellowish brown plastic sandy silty clay [MH-CH] UDS, 24



6.3 Bore Hole Number: Grid A-8 Ground Water Level = 3.80 m

Depth Below

G.L.(metres)


“N” Value


2.50 – 4.00 Yellowish brown plastic silty clay [MH - CH] UDS, 15

4.00 – 5.00 Yellowish brown plastic silty clay [MH - CH] UDS, 18


9.00 – 12.00 Yellowish brown silty fine to medium sand [SM-SP] 33,34, 36

12.00 – 15.50 Yellowish brown silty fine to medium sand [SM-SP] 40,38, 42, 36


Depth Below Soil Type and Classification Recorded SPT

G.L.(metres) “N” Value





11.00 – 16.00 Yellowish brown fine to medium sand + pebbles 37,41,38,42,46

16.00– 18.70 Yellowish brown fine to medium sand + pebbles 39, 32, 33




25.00 – 27.00 Yellowish brown sandy silty clay [MH-CH] UDS, 36

27.00 – 28.70 Yellowish brown silty fine to medium sand + pebbles 28, 33

28.70 – 30.00 Yellowish brown soft disintegrated rock [SDR] >100


Depth Below

G.L.(metres)


“N” Value


2.50 – 4.50 Brownish plastic silty clay [MH - CH] qc =118kN/m2


7.00 – 13.00 Yellowish brown fine to medium sand + pebbles, SP 18,20,22,20,25

13.00– 21.00 Yellowish brown fine to medium sand + pebbles, SP 29,33,40,42,45


23.00 – 30.00 Yellowish brown fine to medium sand + pebbles, SP 37,40,45,47,50

6.6 Bore Hole Number: Grid B-8 Ground Water Level = 2.00 m

Depth Below

G.L.(metres)


“N” Value


2.50 – 5.00 Brownish plastic silty clay [MH - CH] UDS, 9, 12


10.00 – 15.50 Yellowish brown silty medium to fine sand [SM-SP] 28,31,35,36,41


Depth Below

G.L.(metres)


“N” Value



3.00 – 4.10 Yellowish brown silty medium to fine sand [SM-SP] 16



6.50– 8.00 Yellowish brown silty fine to medium sand [SM-SP] 18

8.00 – 12.50 Yellowish brown silty fine to medium sand [SM-SP] 26,32,36,39, 44

12.50 – 14.60 Blackish plastic silty clay [MH-CH] UDS, 14

14.60 – 15.50 Yellowish brown fine to medium sand 35


Depth Below

G.L.(metres)


“N” Value

0.00 – 0.90 Brownish plastic silty clay [MH - CH] -


6.00 – 7.00 Yellowish brown plastic silty clay [MH-CH] 22

7.00 – 8.50 Dark brown plastic silty clay [MH-CH] UDS, 26



11.50 – 13.00 Blackish plastic silty clay [MH-CH] UDS, 28

13.00 – 15.50 Blackish plastic silty clay [MH-CH] UDS, 22, 20


Depth Below

G.L.(metres)


“N” Value




5.50 – 7.90 Brownish plastic silty clay [MH - CH] UDS, 16, 13


11.00 15.50 Yellowish brown silty fine to medium sand [SM-SP] 40,43,46,49,39










characteristics.







Any foundation should satisfy the two important criterions namely there should not be a shear

failure and the settlements should be within permissible limits.


of soil


foundation.















where,





















IS: 1904 – 1978.





higher value






The bearing capacity of soil at different depth is given in Table 1, 3, 5, 7, 9 & 11.

For Example: for Grid B – 6 Bore Hole

Depth = 1.00m to 2.00













qu = 5.14 x 1.3 x 2.9 t/m2

= 19.38 t/m2

qs= 19.38 /3 = 6.45 t/m2




For Example: for Grid B-– 6 Bore Hole

Depth = 7.00m to 11.00












qs > 40 t/m2

















qa = 0.14 x 50 x [ 23 – 3] [(3 + 0.3)/(2 x3)]2 x 0.50

= 21.18 t/m2 say 21.00 t/m2













Cohesion, Cu = qc/2




resistance.


Qu = Ap . Nc . Cp + α . C . As ----- ( 1 )

























Depth below

the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength,qc [KN/m2]


Capacity [KN/m2]

Cohesion C

[KN/m2] φ

(deg)


16.0 UDS,8 86 42 2 90





11,12

16,19

[Es = 450

kg/cm2] 0 32 170



25,29,34

35,40,42

[Es = 500

kg/cm2] 0 33 200










Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd [

KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l In

dex

(%)

Spec

ific

Gra

vit

y,

G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)





silty clay MH-CH 108 16.3 24 68 27 41 60


silty clay MH-CH 16.3 23 0 0 0 4 96 10

2.67





2.65

Bore Hole No: Grid, A- 6 Table No.2 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)



2.65




medium sand

SP 16.3 16 NP NP NP 0 0 76 19 5 25


medium sand

SP 16.3 21 NP NP NP 0 0 77 18 5 29

2.65


medium sand

SP 16.3 17 NP NP NP 0 0 72 20 8 34


medium sand

SP 16.3 18 NP NP NP 0 0 75 21 4 35


medium sand

SP 16.3 17 NP NP NP 0 0 77 18 5 40

2.65


medium sand

SP

16.2 14 NP NP NP 0 0 76 16 8 19


medium sand

SP

16.3 14 NP NP NP 0 0 79 16 5 38


medium sand

SP

16.3 18 NP NP NP 0 0 72 13 5 42












the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive



Capacity [KN/m2]

Cohesion C

[KN/m2] φ

(deg)




fine to medium sand SM-SP 11 16.50 19

[Es = 600

kg/cm2] 0 36 250


sandy silty clay MH-CH 26 15.80 UDS,24 208 104 0 210



28,36,33

34,35

[Es = 600

kg/cm2] 0 36 250



37,44,48

45,50

[Es = 600

kg/cm2] 0 36 250










Depth

bel

ow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion o

f

Soil

I.S

. S

oil

Cla

ssif

icati

on

Unco

nfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd [

KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coar

se S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l In

dex

(%)

Spec

ific

Gra

vit

y,

G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)







2.65


sandy silty clay SM-SP 208 15.8 26 64 28 36 60


sandy silty clay SM-SP 15.8 26 0 0 0 4 96 24

Bore Hole No: Grid A-7 Table No.4 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)



2.65









2.65









2.65
















the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight

[KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength

[KN/m2]


Capacity [KN/m2]

Cohesion C [KN/m2]

φ (deg)



sandy silty clay MH-CH 24 16.00 UDS,15 148 74 0 150





20,23

28

[Es = 550

kg/cm2] 0 34 225



33,34

36

[Es = 600

kg/cm2] 0 36 250



40,38

42,36

[Es = 600

kg/cm2] 0 36 250










Depth

belo

w G

L (

m)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on o

f

Soil

I.S

. S

oil

Cla

ssif

icati

on

Unco

nfi

ned c

om

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coar

se S

and s

ize

(%)

Med

ium

San

d S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l

Index (

%)

Speci

fic

Gra

vit

y,

G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)





sandy silty clay

MH-CH 148 16.0 24 70 28 42


sandy silty clay

MH-CH 16.0 24 0 0 0 8 92 15 40 2.67


silty clay MH-CH 178 16.1 22 60 28 32


silty clay MH-CH 16.0 25 0 0 0 5 95 18 50

Bore Hole No: Grid A-8 Table No.6 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)





2.65







2.65







2.65

















Reduced level of the Bore hole = Depth of Water level: 2.50m Depth below

the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength [KN/m2]


Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)



15.4 UDS,8 78,82 39,41 0 80



[Es = 500

kg/cm2] 0 33 175



22,25,29

33

[Es = 550

kg/cm2] 0 34 200


medium sand + pebbles SP 15 16.40

37,41,

38,42,46

[Es = 600

kg/cm2] 0 36 225



39,32

33

[Es = 550

kg/cm2] 0 34 200



23.00-25.00 Blackish plastic silty clay MH-CH 38 14.70 UDS,24 240 120 - 240




Location: A.P. Capital City Seed Area - Guntur District BORE HOLE NO.: Grid – B – 6 [ Continued]


Reduced level of the Bore hole = Depth of Water level: 2.50m

Depth below

the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength [KN/m2]


Capacity [KN/m2]

Cohesion C [KN/m2]

φ (deg)

25.00-27.00 Yellowish brown sandy silty

clay MH-CH 28,22

15.70

16.0 UDS,36 - 118 20 300

27.00-28.70

Yellowish brownish silty

fine to medium sand +

pebbles

SM-SP 20 16.30 28,33 - 0 34 200

28.70-30.00 Yellowish brownish soft

disintegrated rock SDR 15,6

18.00

18.50 >100 - 0 42 400



Depth = 19.0 – 19.45 m











Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd [

KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Speci

fic

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)


1.50-1.95 SPT Brownish plastic silty clay MH-CH 25 0 0 0 2 98 6 40

2.00-2.95 UDS Brownish plastic silty clay MH-CH 78 15.2 28

3.00-3.45 SPT Brownish plastic silty clay MH-CH 24 768 28 40 8

4.00-4.45 UDS Brownish plastic silty clay MH-CH 82 15.4 25 0 0 0 2 98 80

4.50-4.95 SPT Brownish plastic silty clay MH-CH 25 70 30 40 8




(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

6.00-6.45 SPT Yellowish brownish fine to medium sand SP 16.2 18 NP NP NP 0 2 83 12 3 17






12.00-12.45 SPT Yellowish brownish fine to medium sand

+pebbles

SP 16.4 13 NP NP NP 3 2 85 6 4 41


+pebbles

SP 16.4 11 NP NP NP 1 2 79 13 5 38


+pebbles

SP 16.4 12 NP NP NP 0 8 87 3 2 42


+pebbles

SP 16.4 11 NP NP NP 0 6 89 2 3 46


+pebbles

SP 16.3 16 NP NP NP 0 3 80 11 6 39


+pebbles

SP 16.3 11 NP NP NP 0 3 77 13 7 32


+pebbles

SP 16.3 11 NP NP NP 0 3 83 13 1 33

19.00-19.45 UDS Blackish plastic silty clay M

H-

CH

18

6

14.5 40 74 30 44 60







(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)


MH-CH 14.5 40 22


MH-CH 268 14.6 38 80 32 48


MH-CH 41 0 0 0 1 99 28 80


MH-CH 240 14.7 38 81 33 48


MH-CH 39 24


sandy silty clay MH-CH 15.7 28 58 28 30


sandy silty clay MH-CH 16.0 22 0 12 16 8 64 36


to medium sand +pebbles SM-SP 16.3 20 NP NP NP 2 2 77 11 8 28


to medium sand +pebbles SM-SP 16.3 18 NP NP NP 0 1 62 25 13 33

29.00-29.45 SPT Yellowish brownish soft

disintegrated rock SDR 18.0 15 3 5 78 6 8 >50

30.00-30.45 SPT Yellowish brownish soft

disintegrated rock SDR 18.5 06 8 5 72 7 8 >50












Reduced level of the Bore hole = Depth of Water level: 2.00 m

Depth below

the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight

[KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength

[KN/m2]


Capacity [KN/m2]

Cohesion C [KN/m2]

φ (deg)


15.50 UDS,8 78 39 0 80


16.0 UDS,12 118,128 59,64 0 125



[Es = 500

kg/cm2] 0 33 175


medium sand +pebbles SP 10 16.20

18,20,22

21,25

[Es = 500

kg/cm2] 0 33 175



29,33,40

44,42,45

[Es = 550

kg/cm2] 0 34 200



[Es = 500

kg/cm2] 0 33 175



37,40,45

47,50

[Es = 550

kg/cm2] 0 34 200








Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd [

KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Speci

fic

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)




3.00-3.45 SPT Brownish plastic silty clay MH-CH 30 0 0 0 2 98 12






Bore Hole No: Grid B-7 Table No. 10 (Contd...) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

7.00-7.45 SPT Yellowish brownish fine to medium sand +pebbles SP 16.2 10 NP NP NP 3 3 87 4 3 18











18.00-18.45 SPT Yellowish brownish fine to medium sand+pebbles SP 16.3 14 NP NP NP 0 6 84 6 4 40









(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)






to medium sand

SP 16.3 19 NP NP NP 0 2 90 7 1 37


to medium sand

SP 16.3 9 NP NP NP 0 2 82 10 6 40


to medium sand

SP 16.3 20 NP NP NP 0 1 87 10 2 41


to medium sand

SP 16.3 21 NP NP NP 0 2 87 10 1 45


to medium sand

SP 16.3 21 NP NP NP 0 2 89 7 2 45


to medium sand

SP 16.3 21 NP NP NP 0 1 88 8 3 47


to medium sand

SP 16.3 21 NP NP NP 0 1 88 9 2 50


to medium sand

SP 16.3 20 NP NP NP 0 2 86 10 2 50












Depth below

the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength [KN/m2]


Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)


15.80 UDS,6 58 25 4 60


15.90 UDS,9 86 40 4 90

4.00-5.00 Brownish plastic silty MH-CH 23,28 16.10

15.70 UDS,12 118 56 4 120


medium sand SP 14,17 16.20

18,16

19,22,24

[Es = 550

kg/cm2] 0 34 200



28,31,35

36,41,38

[Es = 550

kg/cm2] 0 36 225








Depth

bel

ow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion o

f

Soil

I.S

. S

oil

Cla

ssif

icati

on

Unco

nfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd [

KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coar

se S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Speci

fic

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)






4.50-4.95 SPT Brownish plastic silty clay MH-CH 15.7 28 58 27 31 0 0 0 2 98 12 70




(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)




to medium sand SP

16.2 17 NP NP NP

0 3 68 25 4 19


to medium sand SP

16.2 15 NP NP NP

0 1 80 17 2 22


to medium sand SP

16.2 16 NP NP NP

0 4 76 15 5 24


fine to medium sand SM-SP 16.3 18 NP NP NP

0 3 75 15 7 28



0 3 88 6 3 31



0 2 89 6 3 35



0 3 83 11 3 36



0 2 75 13 10 41



0 2 88 6 4 38












Depth below

the existing

ground level

(metres)


I.S. Soil

Classificati

on

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength [KN/m2]


Capacity [KN/m2]

Cohesion C [KN/m2]

φ (deg)




medium sand SM-SP 20 16.30 16 - 0 33 175


clay MH-CH 24 16.10 UDS,13 126 63 0 130


clay MH-CH 22 16.20 UDS,17 164 82 0 170


medium sand SM-SP 20 16.3 18 [Es = 500

kg/cm2] 0 33 175



36,39,44

[Es = 600

kg/cm2] 0 36 225



medium sand SP 14 16.30 35 - 0 34 200








Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Iden

tifi

cati

on o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unconfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Weig

ht,

γd

[KN

.M3]

Natu

ral

Mois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t an

d c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Spec

ific

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)




3.00-3.45 SPT Yellowish brownish silty fine


2.65


silty clay MH-CH 126 16.1 24 59 27 32 60


silty clay MH-CH 16.1 24 0 0 0 2 98 13

2.67


silty clay MH-CH 164 16.2 22 56 26 30


(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)


plastic silty clay MH-CH 15.5 28 17








plastic silty clay SM-SP 16.4 14 NP NP NP 0 0 80 14 6 36


plastic silty clay SM-SP 16.4 15 NP NP NP 0 0 85 11 4 39




silty clay MH-CH 14.2 36 95 32 63 14


silty clay MH-CH 142 14.2 36 0 0 0 2 98 70














the existing

ground level

(metres)


I.S. Soil

Classifica

tion

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength [KN/m2]


Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)

0.00-0.90 Brownish plastic silty clay MH-CH - - - - - - -


medium sand SM-SP 20,21 16.30

17,21

17,23 - 0 36 225


clay MH-CH 28 15.60 22 202 100 0 200

7.00-8.50 Dark brown plastic silty clay MH-CH 36 14.80 UDS,26 240 120 0 240




13.00-15.50 Blackish brown plastic silty clay MH-CH 37,34 14.50 UDS,22,20 208 104 0 210



Depth = 11.5 – 11.95 m










Date Depth of GWT below GL: 1.00

Depth

bel

ow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion o

f

Soil

I.S

. S

oil

Cla

ssif

icati

on

Unco

nfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd

[KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coar

se S

and s

ize

(%)

Med

ium

Sand S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Speci

fic

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)




2.65







2.65




silty clay MH-CH 202 15.6 28 68 28 40 22 60

2.70


(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

7.0-7.45

UDS

Dark brown plastic silty

clay MH-CH 240 14.8 36 68 29 39

7.50-7.95 SPT Dark brown plastic silty

clay MH-CH 38 0 0 0 1 99 26 70

8.50-8.95 UDS Dark brown plastic silty

clay MH-CH 282 14.9 35 72 30 42


clay MH-CH 35 31

10.0-10.45 UDS Dark brown plastic silty

clay MH-CH 220 14.8 36 78 30 48


clay MH-CH 36 0 0 0 2 98 23


silty clay MH-CH 264 14.6 38


silty clay MH-CH 38 86 32 54 28


silty clay MH-CH 208 14.5 37


silty clay MH-CH 36 0 0 0 2 98 22


silty clay MH-CH 14.6 34 88 32 56 20












the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive

Strength [KN/m2]


Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)





15.70

UDS,16

UDS,13 154,160 77,80 0 150-160



24,29

34

[Es = 550

kg/cm2] 0 34 200



40,43

46,49,39

[Es = 600

kg/cm2] 0 36 225








Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd [

KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Speci

fic

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)




3.00-3.45 SPT

Brownish plastic silty clay MH-CH 15.7 31 0 0 0 2 98 9 60

4.00-4.45 UDS

Brownish plastic silty clay MH-CH 138 15.6 32 70 30 40

4.50-4.95 SPT

Brownish plastic silty clay MH-CH 34 0 0 0 2 98 15

5.50-5.95 UDS

Brownish plastic silty clay MH-CH 154 15.5 35 69 29 40


(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)


clay MH-CH 15.7 33 0 0 0 2 98 16


clay MH-CH 160 15.7 33 66 28 38


clay MH-CH 15.6 33 13






















8 CONCLUSIONS



Pradesh [ [For Grid A-6,7,8; B-6,7,8 & C- 6,7,8 bore holes].






hole locations namely A-6,7,8 ; B- 6,7,8 and C- 6,7,8.


1 to 18.


1, 3, 5, 7, 9, 11, 13, 15 and 17.




SUB SOIL PROFILES

(ISLAND)

I-1, I -2,

6 SUB SOIL PROFILES


samples and the results of tests (both field and laboratory) are indicated in Figure: 1 - 2. The

idealized design soil parameters are given in Table 1 and 3.

6.1 Bore Hole Number: Grid I- 1; Island Ground Water Level = 2.10 m

Depth Below

G.L.(metres)


“N” Value

0.00 – 3.00 Brownish silty fine sand with binder [SM-SP] 12, 11

3.00 – 5.00 Brownish silty fine sand [SM-SP] 12, 17



10.00– 14.00 Yellowish brown silty fine to medium sand [SM-SP] 37,38,40,49

14.00 – 15.45 Blackish brown plastic silty clay [MH-CH] 22, UDS

qc =128 kN/m2

6.2 Bore Hole Number: Grid I- 2; Island Ground Water Level = 2.50 m

Depth Below

G.L.(metres)


“N” Value

0.00 – 2.00 Brownish plastic silty clay [MH-CH] 7, UDS

qc= 68 kN/m2

2.00 – 3.00 Brownish plastic silty clay [MH-CH] qc= 84 kN/m2

3.00 – 7.00 Brownish silty fine sand with little binder [SM-SP] 8, 12,10,14



12.00– 14.00 Blackish brown plastic silty clay [MH-CH] 20, UDS

qc =198 kN/m2

14.00 – 15.45 Blackish brown plastic silty clay [MH-CH] 31, UDS

qc =274 kN/m2










characteristics.










of soil


foundation.















where,





















IS: 1904 – 1978.





higher value






The bearing capacity of soil at different depth is given in Table 1, 3, 5, 7, 9, 11, 13, 15 &

17.

For Example: for Grid I – 2 Bore Hole

Depth = 1.00m to 2.00













qu = 5.14 x 1.3 x 3.4 t/m2

= 22.71 t/m2

qs= 22.71 /3 = 7.57 t/m2




For Example: for Grid I – 1 Bore Hole

Depth = 3.00m to 5.00



Soil Type : yellowish brown silty fine sand









qs > 30 t/m2













qa = 0.14 x 50 x [ 19 – 3] [(3 + 0.3)/(2 x3)]2 x 0.50

= 16.94 t/m2 say 16.00 t/m2













Cohesion, Cu = qc/2




resistance.


Qu = Ap . Nc . Cp + α . C . As ----- ( 1 )





















Project: Soil Investigation for AP Capital City Seed Area of 16 Sq.KM - The Commissioner /APCRDA/ Vijayawada

Location: A.P. Capital City Seed Area - Guntur District BORE HOLE NO.: Island, I - 1

Andhra Pradesh (Grid - Island Line)


the existing

ground level

(metres)


I.S. Soil

Classifica

tion

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive



Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)

0.00-3.00 Brownish silty fine sand + binder SM-SP 6 16.20 12,11 - 0 32 150

3.00-5.00 Brownish silty fine sand SM-SP 7 16.20 12,17 [Es = 450

kg/cm2] 0 32 150



[Es = 450

kg/cm2] 0 32.5 175


medium sand SM-SP 19,17 16.30 27,38,34

[Es = 500

kg/cm2] 0 34 200


medium sand SM-SP 23 16.40

37,38

40,49

[Es = 550

kg/cm2] 0 36 225

14.00-15.45 Blackish brown plastic silty clay SM-SP 28 15.40 22,UDS qc = 208 104 0 210



Depth = 14.0 – 14.45 m











Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unconfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Weig

ht,

γd

[KN

.M3]

Natu

ral

Mois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Speci

fic

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

0.00-1.00 DS Brownish silty fine sand SM-SP

1.00-1.45 SPT Brownish silty fine sand SM-SP 16.2 06 NP NP NP 0 0 2 64 34 12 2.66

2.00-2.45 SPT Brownish silty fine sand SM-SP 16.2 06 NP NP NP 0 0 3 63 34 11





2.65



Bore Hole No: Island Grid, I-1 Table No. 2 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)







2.65









14.00-14.45 SPT Blackish plastic silty clay-

medium stiff consistency MH-CH 30 22

2.7

15.00-15.45 SPT Blackish plastic silty clay-

medium stiff consistency MH-CH 208 15.4 28 85 28 57 0 0 0 1 99 110

2.7





GWL : Ground Water Level CR : Core Recovery Ratio RQD : Rock Quality Designation







the existing

ground level

(metres)


Classification

Natural

Moisture

Content

(%)

Dry

Unit

Weight [KN/m3]

Recorded

SPT value

(N)

Un confined

Compressive



Capacity

[KN/m2] Cohesion C

[KN/m2] φ

(deg)

0.00-2.00 Brownish plastic sitly clay MH-CH 23,22 16.50 UDS,7 68,74 34,37 0 75

2.00-3.00 Brownish plastic sitly clay MH-CH 22 16.60 UDS 84 42 0 90

3.00-7.00 Brownish silty fine sand with

little binder SM-SP 10,12 16.10

8,12

10,14

[Es = 450

kg/cm2] 0 32 150



[Es = 450

kg/cm2] 0 33 175



30,37,41

[Es = 500

kg/cm2] 0 36 225

12.00-14.00 Blackish plastic silty clay MH-CH 24,26 15.90 UDS,20 198 99 0 200

14.00-15.45 Blackish plastic silty clay MH-CH 25,24 15.60 UDS,31 274 137 0 275



Depth = 12.0 – 12.45 m











Dep

th b

elow

GL

(m

)

Type

of

Sam

ple

Vis

ual

Identi

fica

tion o

f

Soil

I.S

. S

oil

Cla

ssif

icat

ion

Unco

nfi

ned

com

pre

ssiv

e

Str

ength

qu [

KN

.M2]

Dry

unit

Wei

ght,

γd [

KN

.M3]

Nat

ura

l M

ois

ture

Conte

nt

(%)

Liq

uid

Lim

it (

%)

Pla

stic

Lim

it (

%)

Pla

stic

ity I

ndex

Gra

vel

Siz

e (%

)

Coars

e S

and s

ize

(%)

Mediu

m S

and S

ize

(%)

Fin

e S

and s

ize

(%)

Sli

t and c

lay s

ize

(%)

Rec

ord

ed S

PT

Val

ue,

(N

)

Dif

fere

nti

al F

ree

swel

l

Index

(%)

Speci

fic

Gra

vit

y , G

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

0.00-1.00 DS Brownish plastic sitly clay MH-CH 56 28 28

1.00-1.45 SPT Brownish plastic sitly clay MH-CH 68 16.5 22 0 0 0 3 97 50 2.68

150-1.95 SPT Brownish plastic sitly clay MH-CH 74 16.5 23 55 27 28 7

2.50-2.95 SPT Brownish plastic sitly clay MH-CH 84 16.6 22 0 0 0 4 96 50

3.00-3.45 SPT Brownish silty fine sand

with little binder SM-SP 16.1 10 NP NP NP 0 0 4 60 36 8



2.66



Bore Hole No: Grid, I - 2 Table No. 4 (Contd...)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)







2.65



2.65





12.00-12.45 UDS


13.00-13.45 SPT

Blackish plastic silty clay MH-CH 15.8 26 20

14.00-14.45 UDS


15.00-15.45 SPT

Blackish plastic silty clay MH-CH 15.8 24 31






8 CONCLUSIONS



Pradesh [ [For Grid I-1 & I- 2 bore holes in Island Area]


hole locations namely I-1 and I - 2.

• The soil Profile consists of two layers in Bore Hole No. I-1. [ Figure 1]

• The top layer is alluvial soil namely silty sand/ sand [SM – SP]

• The bottom layer is silty clay [MH-CH] and moderately over consolidated.

• The soil Profile consists of three layers in Bore Hole No. I - 2.


• The middle layer is alluvial soil namely silty sand /sand [SM-SP].



1 to 4.


1 and 3.




Layout Plan of Soil Sampling in Seed Capital area of 16.49 Sq km

Location of soil samples taken in Seed Capital Area of 16.49 sq.km

S.No Identification

No.

Longitude Latitude Address

1 A1 80°33'3.19"E 16°31'15.03"N Along Flood Bank Venkatayapalem

NE corner of seed capital 50mt from FB ramp

2 A2 80°32'42.34"E 16°31'35.57"N Along Flood Bank 1km apart from A1 50mt from FB

3 A3 80°32'6.64"E 16°32'9.44"N Along Flood Bank Tallayapalem approach road CC

road at side junction

4 A4 80°31'47.30"E 16°32'20.48"N Along Flood Bank Left pump shed 50mt from FB

5 I1 80°31'22.86"E 16°32'54.75"N Opp Uddandarayapalem Island Right side, near

habitation

6 I2 80°31'14.41"E 16°33'16.42"N Opp Uddandarayapalem Island Left side, Fields.

7 A5 80°31'2.59"E 16°32'40.40"N Along Flood Bank Uddandarayapalem road 200mts

50mt from FB

8 A6 80°30'28.85"E 16°33'4.55"N Along Flood Bank Transformer, 50mt away from FB

9 A7 80°29'57.32"E 16°33'30.50"N Along Flood Bank Right side coconut trees Left teak

trees.

10 A8 80°29'20.61"E 16°33'35.91"N Along Flood Bank Rayapudi Ferry road corner 50mt

away

11 B1 80°32'38.72"E 16°31'0.76"N Mandadam to Venkatayapalem Fields road

12 B2 80°32'6.33"E 16°31'14.82"N Mandadam to Venkatayapalem Fields road

13 B3 80°31'38.78"E 16°31'41.69"N Mandadam to Tallayapalem CC road left side

Helipad place

14 B4 80°31'14.48"E 16°32'0.29"N Mandadam Helipad to fields road

15 B5 80°30'34.58"E 16°32'30.93"N Uddandarayapalem to Lingayapalem ZP road left

side Dairy forms

16 B6 80°30'6.22"E 16°32'50.12"N Uddandarayapalem to Lingayapalem ZP road left

side pump shed.

17 B7 80°29'40.02"E 16°33'9.11"N Lingayapalem out skitrs west corner

18 B8 80°29'7.57"E 16°33'20.83"N Rayapudi to Ferry road right side coconut tree fields.

19 C1 80°32'21.36"E 16°30'36.41"N Mangalagiri-Rayapudi road High tension line

crossing Inside fields 400mts

20 C2 80°31'56.62"E 16°30'59.06"N Mandadam-Golden rule school Opp fields 300mts

21 C3 80°31'32.79"E 16°31'20.00"N Mandadam Village North side near OHSR

22 C4 80°30'43.14"E 16°31'46.97"N @ Velagapudi village curve in fields

23 C5 80°30'18.97"E 16°32'3.85"N Rayapudi road curry leaf Gardens 200mts in fields

24 C6 80°29'48.61"E 16°32'19.99"N Lingayapalem cross road backside of proposed

Nursary

25 C7 80°29'21.96"E 16°32'39.30"N Rayapudi road right side pond, narrow donka right

side fields

26 C8 80°29'2.31"E 16°32'37.37"N Rayapudi-Tullur road @ Rayapudi South 200mts

sub soil investigation & recommondations in … investigation... · the standard penetration...

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