soil reprt

7/29/2019 Soil Reprt

1/58

2012

MARS CONSULTANCY

[SUMMER TRAINING2012][Type the abstract of the document here. The abstract is typically a short summary of the

contents of the document. Type the abstract of the document here. The abstract is typically

a short summary of the contents of the document.]


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1

The portion of the soil sample retained on 4.75-mm IS Sieve,shall be weighed and the mass recorded as the mass of the

sample uncorrected for hygroscopic moisture.

The quantity of the soil sample taken shall depend on themaximum particle size contained in the soil.

The sample shall be separated into various fractions by sievingthrough the Indian Standard Sieves specified in.

Other sieves may be introduced between the sieves mentioneddepending upon the additional information that may be desired

to be obtained from the analysis.

While sieving through each sieve, the sieve shall be agitated sothat the sample rolls in irregular motion over the Sieve. Any

particles may be tested to see if they will fall through but they

shall not be pushed through.

The material from the sieve may be rubbed, if necessary, withthe rubber pestle in the mortar taking care to see that individual

soil particles are not broken and re-sieved to make sure that

only individual particles are retained.


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The quantity taken each time for sieving on each sieve shall besuch that the maximum weight of material retained on each

sieve at the completion of sieving does not exceed the values.

The mass of the material retained on each sieve shall berecorded.

If the sample appears to contain over 5 percent moisture, thewater content of the material shall be determined in accordance

with and the masses corrected accordingly.

When the sample contains less than 5 percent moisture it is notnecessary to determine the water content for dry weight

computations and all the determinations may be made on the

basis of wet weight only.

If the soil contains more than about 20 percent gravel particlesand the fines are very cohesive with considerable amounts

adhering to the gravel after separation, the gravel shall be

washed on 4.75-mm IS Sieve using sodium

hexametaphosphate solution, if necessary. For further analysis

a fresh portion of the fraction passing 475-mm IS Sieve shall

be taken.


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The percentage of soil retained on each sieve shall be calculated on

the basis of the total mass of soil sample taken and from these

results the percentage passing through each -of the sieves shall be

calculated.

Significance: This test is carried out to know the gradation of fine soil,

but calculating the percentage of soil retained and passing through

the given sieve.

Result:

Sieve Size

(mm)

Weight of

soil retained

(gm)

Cumulative

Weight of

soil retained

(gm)

% retained % passing

4.75 14.62 14.62 14.62 85.38

2 12.65 27.27 27.27 72.73

0.425 32.29 59.56 59.56 40.44

0.075 10.98 70.54 70.54 29.46

Gravel content: 14.62%

Sand Content:55.92%

Silt and clay content:29.46%


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: This test is carried out to know the gradation of fine

soil, but calculating the percentage of soil retained and passing

through the given sieve.


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:

i) Take two specimens of 10g each of pulverised soil passing through

425m IS Sieve and oven-dry.

ii) Pour each soil specimen into a graduated glass cylinder of 100ml

capacity.

iii) Pour distilled water in one and kerosene oil in the other cylinder

upto 100ml mark.

iv) Remove entrapped air by gently shaking or stirring with a glass

rod.

v) Allow the suspension to attain the state of equilibrium (for not less

than 24hours).

vi) Final volume of soil in each of the cylinder should be read out.


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Sr.

No.

Sample

Level in

Water

(Vw)

Sample

Level in

Kerosene

(Vk)

Free Swell in

Water (Vw -

Vk)

Free Swell

Inde = 100 x

(Vw - Vk)/Vk

ml ml ml %

1 11 10 1 102 12 10 2 20

3 11.7 9 2.7 30

SIGNIFICANCE: Hence this is the free swell index of the soil.

EXPERIMENT 3

: SPECIFIC GRAVITY OF FINE

AGGREGATES (SOIL)

: To determine the specific gravity of fine aggregates

:

Two density bottles (pyknometers) of approximately 50 mlcapacity with stoppers.


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A water-bath maintained at a constant temperature to within +or0.2C. (If standard density bottles are used this constant

temperature is 27C )

A vacuum desiccator (a convenient size is one about 200 mmto 250 mm in diameter).

A desiccator (a convenient size is one about 200 mm to 250mm in diameter) containing anhydrous silica gel.

A thermostatically controlled drying oven, capable ofmaintaining a temperature of 105 to 110C.

A balance readable and accurate to 0.00l g. A source of vacuum, such as a good filter pump or a vacuum

pump.

A spatula (a convenient size is one having a blade 150 mmlong and 3 mm wide; the blade has to be small enough to go

through the neck of the density bottle), or a piece of glass rod

about 150 mm long and 3 mm diameter.

A wash bottle preferably made of plastics, containing air-freedistilled water.


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A sample divider of the multiple slot type (riffle box) with 7 mmwidth of opening.

A length of rubber tubing to fit the vacuum pump and thedesiccator.

:

The complete density bottle with stopper, shall be dried at 105to 1l0 degrees C, cooled in the desiccator and weighed to the

nearest 0.001 g (m1).

The 50 g sample obtained as described in the procedure for thepreparation of-disturbed samples for testing shall if necessary

be ground to pass a 2-mm IS test sieve. A 5 to 10 g sub sample

shall be obtained by riffling, and oven dried at 105 to 110C.

This sample shall be transferred to the density bottle direct from

the desiccator in which it has been cooled. The bottle and

contents together with the stopper shall be weighed to the

nearest 0.001 g (m2).

Sufficient air-free distilled water shall be added so that the soilin the bottle is just covered. The bottle containing the soil and

liquid, but without the stopper, shall be placed in the vacuum

desiccator, which shall then be evacuated gradually. The

pressure shall be reduced to about 20 mmHg. When using a


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water pump, because of variation in mains pressure, care shall

be taken to ensure that the required vacuum is maintained.

Care shall be taken during this operation to see that the air

trapped in the soil does not bubble too violently, so as to

prevent small drops of the suspension being lost through the

mouth of the bottle. The bottle shall be allowed to remain in the

desiccator for at least 1 hour until no further loss of air is

apparent.

The vacuum shall be released and the lid of the desiccatorremoved. The soil in the bottle shall be stirred carefully with the

spatula, or the bottle vibrated. Before removing the spatula from

the bottle the particles of soil adhering to the blade shall be

washed off with a few drops of air-free liquid. The lid of the

desiccator shall then be replaced and the desiccator evacuated

again.

The procedure outlined in 4.3 and 4.4 shall be repeated until nomore air is evolved from the soil.

Alternately, the entrapped air can be removed by gettingheating the pycnometer placed on a water-bath or sand-bath.

The bottle and contents shall then be removed from the

desiccator and further air-free liquid added until the bottle is full.


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The stopper shall then be inserted. The stoppered bottle shall

be immersed up to the neck in the constant-temperature bath

for approximately 1 hour or until it has attained the constant

temperature of the bath. If there is an apparent decrease in

volume of the liquid the stopper shall be removed and further

liquid added to fill the bottle and the stopper replaced. The

bottle shall then be returned to the bath and sufficient time shall

be allowed to elapse after this operation to ensure that the

bottle and its contents again attain the constant temperature of

the bath. If the bottle is still not completely full this process shall

be repeated.

The stopper bottle shall then be taken out of the bath, wiped dryand the whole weighed to the nearest 0.00l g (m3)

The bottle shall then be cleaned out and filled completely withair-free liquid, the stopper inserted and then the whole

immersed in the constant temperature bath for 1 hour or until it

has attained the constant temperature of the bath. If there is an

apparent decrease in the volume of the liquid, the stopper shall

be removed and further liquid added to fill the bottle and the

stopper replaced. The stopper bottle shall then be returned to

the batch and sufficient time shall be allowed to elapse after

this operation to ensure that the bottle and its contents again


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attain the constant temperature. This process shall be

repeated. If the bottle is still not completely full, The bottle shall

then be taken out of the bath, wiped dry and the whole weighed

to the nearest 0.001 g (m4).

Specific gravity of given soil sample = (m2m1) / (m4m1) - (m3

m2)

Where;

m1 = mass of density bottle in g;

m2 = mass of bottle and dry soil in g;

m3 = mass of bottle, soil and liquid in g; and

m4 = mass of bottle when fall of liquid only in g

SPECIFIC GRAVITY

Fine grained soil

50 2 mm

Fine, medium &

coarse grained soil 400 2 mm


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Flask No. 3 4

Mass of empty clean bottle

(gm) 59.6 60.1

Mass of empty bottle +dry

soil (gm) 83.3 86.0

Mass of bottle + dry soil + water (gm) 133.4 139.3

Mass of bottle + water (gm) 117.5 121.3

Specific

Gravity G = m2-m1 2.56 3,27

(m4-m1) - (

m3-m2)Average Specific Gravity G 2.915

.

: -This test is carried out to determine the specific

gravity of the given soil sample, which is the ratio of the weight in air

of a given volume of a material at a standard temperature to the

weight in air of an equal volume of distilled water at the same stated

temperature.


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: The specific gravity of given soil sample is 2.915.

:- To determine the liquid limit of

given soil sample.

:- To determine the liquid limit of the given sample of soil.

: Mechanical Liquid Limit Device -It shall conform to IS : 9259- Grooving Tool - It shall conform to 1S : 9259-1979.


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Porcelain Evaporating Dish -about 12 to 15 cm in diameter. Flat Glass Plate -10 mm thick and about 45 cm square or

larger ( alternative to porcelain evaporating dish for nlixing soil

with water ).

Spatula -flexible, with the blade about 8 cm long and 2 cm wide( for mixing soil and water in the porcelain evaporating dish ).

Palette Knices -two, with the blade about 20 cm long and 3 cmwide ( for mixing soil and water on the flat glass Pilate ).

Balance -sensitive to 0.01 g. Oven -thermostatically controlled with interior of non-corroding

material to maintain the temperature between 105 and 110C.

Wash Bottle or Beaker-containing distilled water.

Containers -air-tight and non-corrodible for determination ofmoisture content.

Soil Sample A sample weighing about 120 g shall be takenfrom the thoroughly mixed portion of material passing 425-

micron IS Sieve.

-


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The liquid limit device shah be inspected to determine that it isclean, dry and in good working g order, that the cup falls freely

and it does not have too much side play at its hinge. The

grooving tool shall also be inspected to determine that it is

clean and dry. Using tile gauge on the handle of the grooving

tool or a separate gauge and by means of the adjustment plate

of the mechanical liquid limit device, the height through which

the cup is lifted and dropped shall be adjusted so that the point

on the cup which comes in contact.

About 120 g of the soil sample passing 425-micron IS Sieveshall be mixed thoroughly with distilled water in the evaporating

dish or on the flat glass plate to form a uniform paste. The

paste shall have a consistency that will require 30 to 35 drops

of the cup to cause the required closure of the standard groove.

In the case of clayey soils, the soil paste shall be left to stand

for a sufficient time ( 24 hours ) so as to ensure uniform

distribution of moisture throughout the soil mass.

The soil should then be re-mixed thoroughly before the test. Aportion of the paste shall be placed in the cup above the spot

where the cup rests on the base, squeezed down and spread

into position shown in Fig. 1, with as few strokes of the spatula

as possible and at the same time trimmed to a depth of one


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centimetre at the point of maximum thickness, returning the

excess soil to the dish. The soil in the cup shall be decided by

firm strokes of the grooving tool along the diameter through the

centre line of the cam follower so that a clean, sharp groove of

the proper dimensions is formed. In case where grooving tool,

Type A does not give a clear groove as in sandy soils, grooving

tool

The cup shall be fitted and dropped by turning the crank at therate of two revolutions per second until the two halves of the

soil cake come in contact with bottom of the groove along a

distance of about 12 mm. This length shall be measured with

the end of the grooving tool or a ruler. The number of drops

required to cause the groove close for the length of 12 mm shall

be recorded.

A little extra of the soil mixture shall be added to the cup andmixed with the soil in the cup. The pat shall be made in the cup

and the test repeated as in 3.4.2. In no case shall dried soil be

added to the thoroughly mixed soil that is being tested. The

procedure given in 3.4.2 and in this clause shall be repeated

until two consecutive runs give the same under of drops for

closure of the groove.


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A representative slice of soil approximately the width of thespatula, extending from about edge to edge of the soil cake at

right angle to the groove and including that portion of the

groove in which the soil flowed together, shall be taken iu a

suitable container and its moisture content expressed as a

percentage of the oven dry weight otherwise determined as

described in IS : 2720 ( Part 2 )-1973. The remaining soil in the

cup shall be transferred to the evaporating dish and the cup

and the grooving tool cleaned thoroughly.

The operations specified in 3.4.2 to 3.4.4 shall be repeated forat least three more additional trails (minimum of four in all ),

which the soil collected in the evaporating dish or flat glass

plate, to with sufficient water has been added to bring the soil to

a more fluid condition. In each case the number of blows shall

be recorded and the moisture content determined as before.

The specimens shall be of such consistency that the number of

drops required to ~close the groove shall be not less than 15 or

more than 35 and the points on the flow curve are evenly

distributed in this range. The test should proceed from the drier

( more drops ) to the wetter ( less drops ) condition of the soil.

The test may also be conducted from the wetter to the drier


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condition provided drying is achieved by kneading the wet soil

and not by adding dry soil.

Description Liquid Limit

Determination No. 1 2 3 4

Container No. 40 41 42 43

Empty Wt. of Container (W1), gm 19.60 20.67 24.52 25.13

Wt. of Container and Wet material

(W2),gm 67.25 66.41 73.52 79.39

Wt. of Container and Dry material

(W3), gm60.88 59.10 64.17 67.76

Wt. of Moisture (W4=W2-W3),

gm6.37 7.31 9.35 11.63

Wt. of dry material (W5=W3-W1),

gm41.28 38.43 39.65 42.63

Moisture Content W=100x(W4/W5),

%15.43 19.02 23.58 27.28

Penetration 15 18 23 26


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: This test is done to determine the liquid limit of the

given soil sample, which determines at what water content the soil

starts flowing.

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

45.0

50.0

10 100 1000

Penetration (mm)

moistrue

conte

nt(%)


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To determine the plastic limit of the given

soil sample

To determine the plastic limit of the given soil sample

Porcelain Evaporating Dish -about I2 cm in diameter. Spatula -flexible, with the blade about 8 cm long and 2 cm

wide.

Surface for Rolling -ground-glass plate about 20 x 15 cm.

Containers -air-tight to determine moisture content


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Balance -sensitive to 0.01 g.

Oven -thermostatically controlled with interior of non-corrodingmaterial to maintain the temperature between 105C and

110C.

Rod - 3mm in diameter and about 10 cm long.

Asample weighing about 20 g from the thoroughly mixed

portion of the material passing 425-micron IS Sieve, obtained in

accordance with-IS : 2720 ( Part 1 )-1983 shall be taken. When both

the liquid limit and the plastic limit of a soil are to be determined, aquantity of soil sufficient for both the tests shall be taken for

preparation of the soil. At a stage in the process of mixing of soil and

water at which the mass becomes plastic enough to be easily shaped

into a ball, a portion of the soil sample in the plastic state should be

taken for the plastic limit test.

The soil sample shall be mixed thoroughly with distilled water in

an evaporating dish or on the flat glass plate till the soil mass


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becomes plastic enough to be easily moulded with fingers. In the

case of clayey soils the plastic soil mass shall be left to stand for a

sufficient time ( 24 hours ) to ensure uniform distribution of moisture

throughout the soil. A ball shall be formed with about 8 g of this

plastic soil mass and rolled between the fingers and the glass plate

with just sufficient pressure to roll the mass into a thread of uniform

diameter throughout its length. The rate of rolling shall be between 80

and 90 strokes/min counting a stroke as one complete motion of the

hand forward and back to the starting position again. The rolling shall

be done till the threads are of 3 mm diameter. The soil shall then be

kneaded together to a uniform mass and rolled again. This process of

alternate rolling and kneading shall be continued until the thread

crumbles under the pressure required for rolling and the soil can no

longer be rolled into a thread. The crumbling may occur when the

thread has a diameter greater than 3 mm. This shall be considered a

satisfactory end point, provided the soil has been rolled into a thread3 mm in diameter immediately before. At no time shall an attempt be

made to produce failure at exactly 3 mm diameter by allowing the

thread to reach 3 mm, then reducing the rate of rolling or pressure or

both, and continuing the rolling without further deformation until the

thread falls apart. The pieces of crumbled soil thread shall be

collected in an air-tight container and the moisture content

determined.


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44 24.47g 88.04 g 81.56 g 11.35 11.99

45 24.51 g 88.67g 86.71 g 12.64

15 10.42 g 15.77 g 14.80 g 14.80

This test helps in determining the plastic limit of the

given soil sample, that is the limit from where the soil starts forming

cracks.

The plastic limit of the given soil sample is 11.99.


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Determination of density of soil by

core cutter method.

The method for the determination of the in-place density of fine-

grained natural or compacted soils free from aggregates using a

core-cutter.

IS 2720- Part 26

Cylindrical Core-Cutter of seamless steel tube, 130 mm long

and 10 cm internal diameter, with a wall thickness of 3 mm. The

cutter shall bekept properly greased or oiled.


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Steel Dolley - 2.5 cm high and 10 cm internal diameter with awall thickness of 7.5 mm with a lip to enable it to be fitted on top

of the core-cutter .

Steel Rammer -Withsolid mild steel foot 140 mm diameter and75 mm height with a concentrically screwed 25 mm diameter

solid mild steel staff. The overall length of the rammer including

the foot as well as the staff should be approximately 900 mm.

The rammer should weigh approximately 9 kg

Balance - Accurate to 1 g. Palette Knife -A convenientsize is one having a blade

approximately 20 cm long and 3 cm wide.

Steel Rule Grafting Tool or Spade or Pick Axe Straight Edge A steel strip about 30 cm long, 2.5 cm wide and

3 to 5 mm thick, with one beveled edge will be suitable.

The internal volume ( VC ) of the core-cutter in cubiccentimeters shall be calculated from its dimensions which shall

be measured to the nearest 0.25 mm.


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The cutter shall be weighed to the nearest gram ( WC ). A small area, approximately 30 cm square of the soil layer to be

tested shall be exposed and leveled.

The steel dolly &all be placed on top of the cutter and the lattershall be rammed down vertically into the soil layer until only

about 15 mm of the dolly protrudes above the surface, care

being taken not to rock the cutter .

The cutter shall then be dug out of the surrounding soil, carebeing taken to allow some soil to project from the lower end of

the cutter.

The ends of the soil core shall then be trimmed flat to the endsof the cutter by means of the straight edge..

The cutter containing the soil core shall be weighed to thenearest gram (WS ).

The soil core shall be removed from the cutter and arepresentative sample shall be placed in an air-tight container

and its water content ( w ) determined .


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The bulk density ybthat is, the weight of the wet soil per cubic

centimeter shall be calculated from the following formula:

Depth (Mtr) 0

CORE CUTTER/SHELBY ht. (cm) 53.5

CORE CUTTER/SHELBY dia. (cm) 6.9

VOL OF CORE CUTTER/SHELBY

(Vs) (CC)

1999.50

Wt. OF CORE CUTTER/SHELBY +

WET SOIL (Ws) (Gm)5784

Wt. OF CORE CUTTER/SHELBY

(We)(Gm)2197

Wt. OF Wet SOIL ( Ws - We ) (Gm) 3587

BULK DENSITY(rb)rb = Ws-We/Vs (Gm/CC)

1.79

The field dry density for the given soil sample is 1.79

gm/cc.

This test is done so as to determine the field dry

density of the given soil sample.


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: Proctor Test

To determine the Maximum Dry Density (MDD) and Optimum

Moisture Content (OMC) of given soil sample

Cylindrical Metal Mould It shall be either of 100 mm diameterand 1000 cm3 volume or 150 mm diameter, and 2250 cm3

volume and shall conform to IS : 10074-1982.

Sample Extruder ( Optional) It consists of a jack, lever frameor other device adopted for the purpose of extruding compacted

specimens from the mould.

Balances One of 10 kg capacity sensitive to 1 g, and other of200 g capacity and sensitive to 0.01 g.

Oven -Thermostatically controlled, with interior of non-corrodingmaterial to maintain temperature between 105 and 110C.


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Container Any suitable non-corrodible airtight container todetermine the water content for tests conducted in the

laboratory.

Steel Straightedge A steel straightedge about 30 cm in lengthand having one beveled edge.

Sieve 4.75-mm, 19-mm and 37.5 mm IS sieves conforming toIS: 460 (Part I)-1978.

Mixing Tools Miscellaneous tools, such as tray or pan, spoon,trowel and spatula, or a. suitable mechanical device for

thoroughly mixing the sample of soil with additions of water.

Metal Rammer Heavy compaction rammer conforming to IS:9189-1979.

:

A representative portion of air-dried soil material and largeenough to provide about 6 kg of material passing a 19-mm IS

sieve (for soils not susceptible to crushing during compaction),

or about 15 kg of material passing a 19 mm IS sieve (for soils

susceptible to crushing during compaction), shall be taken.


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This portion shall be sieved on a 19 mm IS sieve and thecoarse fraction rejected after its proportion of the total sample

has been recorded.

Aggregations of particles shall be broken down so that if thesample was sieved on a 4.75-m IS sieve, only separated

individual particles would be retained.

A 5-kg sample of air dried soil passing the 1%mm IS test sieveshall be taken. The sample shall be mixed thoroughly with a

suitable amount of water depending on the soil type.

The mould, of 1000 cm3 capacity with base plate attached, shallbe weighed to the nearest 1 g (m1).

The mould shall be placed on a solid base, such as a concretefloor or plinth and the moist soil shall be compacted into the

mould, with the extension attached, in five layers of

approximately equal mass, each layer being given 25 blows

from the 4.9-kg rammer dropped from a height of 450 mm

above the soil.

The blows shall be distributed uniformly over the surface ofeach layer. The operator shall ensure that the tube of the


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rammer is kept clear of soil so that the rammer always falls

freely.

The amount of soil usedshallbe sufficient to fill the mould,leaving not more than about 6 mm to be struck off when the

extension is removed.

The extension shall be removed and the compacted soil shallbe leveled off carefully to the top of the mould by means of the

straightedge. The mould and soil shall then be weighed nearest

to 1g (m2.)

The compacted soil specimen shall be removed from the mouldand placed on the mixing tray. The water content of a

representative sampleof the specimen shall be determined as

in IS: 2720.

The remainder of the soil specimen shall be broken up, rubbedthrough the 19-mm IS test sieve, and then mixed with the

remainder of the original sample. Suitable increments of water

shall be added successively and mixed into the sample, and the

above procedure shall be repeated for each increment of water

added. The total number of determinations made shall be at

least five, and the moisture contents should be such that the


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optimum moisture content, at which the maximum dry density

occurs, is within that range.

Compaction in Large Size Mould - For compacting soilcontaining coarse material up to 37.5 mm size, the 2250

cm3mould should be used. A sample weighing about 30 kg and

passing the 37.5 mm IS sieve is used for the test. Soil is

compacted in fine layers, each layer being given 55 blows of

the 4.9-kg rammer.

:

B

Mould No. Wt. of mould

(A)= 3756 gm Volume of mould(V)=1000/2250 cc

C Trial No. 1 2 3 4 5

D Wt. of wet sample+mouldgm5476 5539 5649 5722 5715

Mothod

used :

E

Wt. of wet sample(E=D-A)

gm1720 1783 1893 1966 1959 Modified

F

Wt. density of sample(F=E/V)

gm/cc1.72 1.783 1.893 1.966 1.959

G Container No1 4 2 5 3

Rammer

Wt. :


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H

Wt. of Container

gm24.57 26.56 24.83 24.36 26.67 4.89 kg

I

Wt. of wet sample + Cont.

gm 64.4 45.7 46.4 64.5 57.9

J

Wt. of dry sample + Cont.

gm61.7 44.1 43.9 58.4 52.4

No. of

blows/

K

Wt. of water (K=I-J)

gm2.7 1.6 2.5 6.1 5.5

layer :

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L

Wt. of dry sample (L=J-H)

gm

37.13 17.54 19.07 34.04 25.73

M

Water Content [M=100xK/L)

%7.27 9.12 13.11 17.92 21.38

No. of

layer : 5

N

Dry density

[N=100x(F/(100+M))] gm/cc1.60 1.63 1.67 1.67 1.61

1.59

1.60

1.61

1.62

1.63

1.64

1.65

1.66

1.67

1.68

1.69

0.00 5.00 10.00 15.00 20.00 25.00

DRYDENSITY(gm/cc)

MOISTURE CONTENT (%)


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Diameter of Mould=10 cm

Height of mould= 12.73cm

Volume of mould= 1000 cm3

MDD : 1.68gm / cc

OMC : 15 %

This test is done so as to determine the Optimum

Moisture Content (OMC) and Maximum Dry Density (MDD) on field,

for the given soil sample.

Optimum

Mositure

Content (%)

Dry

Density

(g/cc)

7.27 1.60

9.12 1.63

3.11 1.67

17.92 1.67

21.38 1.61


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The laboratory method for

determination of California Bearing Ratio ( CBR ).

TO DETERMINE THE CBR FOR GIVWN SOIL

IS 2720Part 16

Moulds with Base Plate, Stay Rod and Wing Nut Collar. Spacer Disc Metal Rammer Expansion Measuring Apparatus Loading Machine With a capacity of at least 5 000 kg and


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equipped with a movable head or base which enables theplunger to

penetrate into the specimen at a deformation rate of 125mm/min-

The machine shall be equipped with a load machine device thatcan

read to suitable accuracy. Penetration Plunger Dial Gauges Two dial gauges reading to 001 mm. Miscellaneous Apparatus - Other general apparatus, such as a

mixing bowl, straightedge, scales, soaking tank or pan, drying

oven, filter paper, dishes and calibrated measuring jar.

PREPARATION OF TEST SPECIMEN

The test may be performed on:

undisturbed specimens, and


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remoulded specimens which may be compacted either staticallyor dynamically.

Undisturbed specimens shall be obtained by fitting to themould, the steel cutting edge of 150 mm internal diameter and

pushing the mould as gently as possible into the ground.

This process may be facilitated by digging away soil from theoutside as the mould is pushed in. When the mould is

sufficiently full of soil, it shall be removed by under digging, the

top and bottom surfaces are then trimmed flat so as to give the

required length of specimen read for testing.

If the ,mould cannot be pressed in, the sample may becollected by digging at a circumference greater than that of the

mould and thus bringing out a whole undisturbed lump of soil.

The required size of the sample to fit into the test mould shallthen be carefully trimmed from this lump. If the specimen is

loose in the mould, the annular cavity shall be filled with paraffin

wax thus ensuring that the soil receives proper support from the

sides of the mould during the penetration test.

The density of the soil shall be determined either by weighingthe soil with mould when the mould is full with the soil, or by


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38

measuring the dimensions of the soil sample accurately and

weighing or by measuring the density in the field in the vicinity

of the spot at which the sample is collected in accordance with

the method specified in IS : 2720 (Part 28 ) - 1974* or IS : 2720

( Part 29 ) - 1975t.

The dry density for a remoulding shall be either the field densityor the value of the maximum dry density estimated by the

compaction tests 1 see IS : 2720 ( Part 7 1 - 19805, and and IS

: 2720 (Part 8) - 198311I , or any other density at which the

bearing ratiois desired.

The water content used for compaction should be the optimumwater content or the field moisture as the case may be.

The material used in the remoulded specimen shall pass a 19-mm IS Sieve. Allowance for larger material shall be made by

replacing it by an equal amount of material which passes a 19-

mm.IS Sievebut is retained on 475-mm IS Sieve.

Statically Compacted Specimens -The mass ofthe wet soil atthe required moisture content to give the desired density when

occupying the standard specim:n volume in the mould shall be

calculated. A batch of soil shall be thoroughly mixed with water


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39

to givs the required water content. The correct mass of the

moist soils shall be placed in the mould and compxtiou obtained

by pressing in the displacer disc, a filter paper being placed

between the disc and the soil.

Dynamically Compacted Specimen -For dynamic compaction, arepresentative sample of the soil weighing approximately 45 kg or

more for fine-grained soils and 55 kg or more for granular soils shall

be taken and mixed thoroughly with water. If the soil is to be

compactedto the maximum dry density at the optimum water content

determined in accordance with I IS : 2720 ( Part 8 )- 19831)the exact

mass of soil required shall be taken and the necessary quantity of

water added so that the water content of the soi sample is equal to the

determined optimum water content.

The mould with the extension collar attached shall be clampedto the base plate. The spacer disc shall be inserted over the

base plate and a disc of coarse filter paper placed on the top of

the spacer disc.

The soil-water mixture shall be compacted into the mould inaccordance with the methods applicable to the 150 mm

diameter mould specified in IS : 2720 ( Part 7) - 1980* or IS :


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40

2720 ( Part 8 ) - 1983t. If other densities and water contents are

desired, they may be used and indicated in the report.

The extension collar shall then be removed and the compactedsoil carefully trimmed even with the top of the mould by means

of a straightedge.

Any hole that may then, develop on the surface of thecompacted soil by the removal of coarse material, shall be

patched with smaller size material; the perforated base plate

and the spacer disc shall be removed, and the of the mould

and the compacted soil specimen recorded.

A disc of coarse filter paper shall be placed on the perforatedbase plate, the mould and the compacted soil shall be inverted

and the perforated base plate clamped to the mould with thecompacted soil in contact with the filter paper.

In both cases of compaction, if the sample is to be soaked,representative samples of the material at the beginning of

compaction and another sample of the remaining material after

compaction shall be taken for determination of water content.

Each water content sample shall weigh not less than about 50

g.


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41

If the sample is not to be soaked, a representative sample ofmaterial from one of the cut-pieces of the material after

penetration shall be taken to determine the water conteat. In all

cases, the water content shall be determined in accordance

with IS : 2720 ( Part 2 )-1973.

A filter paper shall be placed over the specimen and theadjustable stem and perforated plate shall be placed on the

compacted soil specimen in the mould. Weights to produce a

surcharge equal to the weight of base material and pavement to

the nearest 25 kg shall be placed on the compact soil

specimen. The whole mould and weights shall be immersed in

a tank of water allowing free access of water to the top and

bottom of the specimen. The tripod for the expansion

measuring device shall be mounted on the edge of the mould

and the initial dial gauge reading recorded. This set-up shall be

kept undisturbed for 96 hours noting down the readings every

day against the time of reading.

A constant water level shall be maintained in the tank through-

out the period.


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42

At the end of the soaking period, the change in dial gauge shallbe noted, the tripod removed and the mould taken out of the

water tank.

The free water collected in the mould shall be removed and thespecimen allowed to drain downwards for 15 minutes. Care

shall be taken not to disturb the surface of the filter paper shall

be removed and the mould with the soaked soil sample shall be

weighed and the mass recorded.

The mould containing the specimen, with the base plate inposition but the top face exposed, shall be placed on the lower

plate of the testing machine.

Surcharge weights, sufficient to produce an intensity of loadingequal to the weight of the base material and pavement shall beplaced on the specimen.

If the specimen has been soaked previously, the surchargeshall be equal to that used during the soaking period.

To prevent upheaval of soil into the hole of the surchargeweights, 25 kg annular weight shall be placed on the soil

surface prior to seating the penetration plunger after which the

remainder of the surcharge weights shall be placed.


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43

The plunger shall be seated under a load of 4 kg so that fullcontact is established between the surface of the specimen and

the plunger.

The load and deformation gauges shall then be set to zero.Load shall be applied to the plunger into the soil at the rate of

125 mm per minute.

Reading of the load shall be taken at penetrations of 05, 10,15, 20, 25, 40, 50, 7S, 100 and 125 mm

The plunger shall be raised and the mould detached from theloading equipment. About 20 to 50 g of soil shall be collected

from the top 30 mm layer of the specimen and the water

content determined according to IS : 2720 ( Part 2 )-1973.

If the average water content of the whole specimen is desired,water content sample shall be taken from the entire depth of the

specimen. The undisturbed specimen for the test should be

carefully examined after the test is completed for the presence

of any oversize soil particles which are likely to affect the

results if they happen to be located directly below the

penetration plunger.


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44

Sr.

No.Description

Mould No. 1

Before After

5 5

55 55

Soaked

6435 6435

13797.59 13920.16

7362.59 7485.16

3094 3094

2.38 2.42

Before

Soaking

After

Soaking


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45

3 35

41.43 41.57

171.41 182.53

157.77 165.85

13.64 16.68

116.34 124.28

11.72 13.42

2.13 2.133

0 0 0

0.5 5 14.98

1 15 44.94

1.5 28 83.888

2 42 125.832

2.5 57.5 172.21

4 90.0 269.64


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46

5 106.8 319.96

7.5 129 386.484

10 149 446.404

12.5

0

50

100

150

200

250

300

350

400

450

500

550

600

650

700

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7 7.5 8 8.5 9 9.5 1010.51111.51212.5

CorrectedLoad(Kgf)

Penetration (mm)


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47

172.21

319.96

12.57

15.57

This test gives the California Bearing Ratio of the

given soil sample, which is helpful in designing of sub-grades during

road and pavement construction.

The resultant CBR values of the given soil samples are

12.57 and 15.57 respectively.


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48

: Box shear test

To determine the shear stress of the soil.

: The shear box grid plates, porous stones, base

plates, and loading pad and water jacket shall conform to IS : 11229-

19857. 3.2 Loading Frame - It shall satisfy the following requirements:

a) The vertical stress on the sample shall remain vertical and

constant during the test and there shall be arrangement to measure

compression.

b) The shear stress or strain can be applied in the dividing plane of

the two parts of the shear box.

c) It shall be possible to maintain a constant rate of increase in stress

during the test ( irrespective of the strain rate ) with arrangement

to get different rates of stress increase.

d) In case of a strain-controlled apparatus, the strain rate should


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49

remain constant irrespective of the stress. Suitable arrangement shall

be provided to obtain different strain rates.

e) No vibrations should be transmitted to the sample during the test

and there should not be any loss of shear force due to friction

between the loading frame and the shear box-container assembly.

Weights - for providing the required normal loads, if necessary.

IS : 2720 ( Part 13 ) - 1986 3.4 Prosing-Ring - force measuring of

suitable capacity, fitted with a

dial-gauge accurate to 0.002 mm to measure the shear force.

Micrometer Dial-Gauges -accurate to 0.01 mm; one suitably mounted

to measure horizontal movement and the other suitably mounted to

measure the vertical compression of the specimen.

Sample Trimmer or Core Cutter 3.7 Stop Clock 3.8 Bglance of _1kg

capacity, sensitive to 0.1 g.

Undisturbed Specimens - Specimens of required size ( see shall be

prepared in accordance with IS : 2720 ( Part 1 )-1983*.

Remoulded Specimens

a) Cohesive soils may be compacted to the required density and

moisture content, the sample extracted and then trimmed to the

required size. Alternatively, the soil may be compacted to the

required density and moisture content directly into the shear box after

fixing the two-halves of the shear box together by means of the fixing

screws.

b) Cohesionless soils may be tamped in the shear box itself with the


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50

base plate and grid plate or porous stone as required in place at the

bottom of the box.

The cut specimen shall be weighed and trimmings obtained during

cutting shall be used to obtain the moisture content. Using this

information, the bulk dry density of the specimen in the shear box

shall be determined.

The shear box with the specimen, plain grid plate

over the base plate at the bottom of the specimen, and plain grid

plate at

*Methods of test for soils: Part 1 Preparation of dry soil samples for

various tests ( second revision ). the top of

the specimen should be fitted into position in the load frame. The w-

rations of lhc grid plates should be at right angles to the direction ofshear ( .wr Note ). The loading pad should be placed on the top grid

plate. The water jacket should be provided so that the sample does

not get dried during the test. The required normal stress should be

applied and the rate of longitudinal displacement/shear stress

application so adjusted that no drainage cln occur in the sample

during the test. The upper part of the shear box should be raised

such that a gap of about 1 mm is left between the two parts of the

box. The test may now be conducted by applying horizontal shear

load to failure or to 20 percent longitudinal displacement, whichever

occurs first. The shear load readings indicated %y the proving


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51

ringassembly and the corresponding longitudinal displacements

should be noted at regular intervals. If necessary, the vertical

compression, iF any, of the soil specimen may be measured to serve

as a check to ensure that drainage has not taken place from the soil

specimen. At the end of the test, the specimen should be removed

from the box and the final moisture content measured. A minimum of

three ( preferably four ) tests shall be made on separate specimens of

the same density.

Nom - As porous stones are not used for the undrained tests, plain

plates of equal thickness should be substituted in their place so as to

maintain the shear plane in the sample in the middle of its thickness.

The apparatus should be assembled

fin a similar to that given in 4.1 except that instead of the plain

grid plates, perforated grid plates and saturated porous stones should

be used at the top and bottom of the specimen. The procedure issame as in 4.1 except that after the application of normal stress, the

vertical compression of the soil with time should be recorded [ scc IS :

2720 ( Part 15 )-1986* 1. The shear test should be conducted only

after complete consolidation has occurred under the particular normal

stress. The rate of shear should be such that water does not drain

from the specimen at the time of application of the shear load. At the

end of the test, the specimen should be removed from the box and

the final moisture content measured. A mini-

mum of three ( preferably four ) tests should be made on separated

specimens of the same density at different normal stresses.


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52

The shear box with sample and

perforated grid plates and porous stones should b~cfitted into the

load frame as in 4.2. After application of ndrmal stress which is done

in increments [ see IS : 2720 ( Part 15 )-1986* 1, the sample should

be allowed to consoli-

~date. When the consolidation has completely occurred, the shear

test should be done at such a slow rate that at least 95 percent pore

pressure

*Methods of test for soils: Part 15 Determination of consolidation

properties ( first

6

dissipation occurs during the test in this calculated time factor ( see

Appendix A ). At the end of the test, the specimen should be removedfrom the box and the final moisture content measured. minimum of

three ( preferably four ) tests should be made on separate specimens

of the same density at different normal stresses.

5.4 The normal stresses to be selected for the test should correspond

to the field conditions and design requirements.


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53

2 3 4 5 6 7 8 9 10 11 12

6 2.592 36 0.072 7 3.024 36

0.0

84 15 6.480 36

9 3.888 35.25

0.110297

872 10 4.320 35.25

0.1

225

531

91 28 12.096

35

.2

5

0

1

11 4.752 34.5

0.137739

13 15 6.480 34.5

0.1

878

260

87 38 16.416

34

.5

0

8

12 5.184 33.75 0.1536 20 8.640 33.75

0.2

56 44 19.008

33

.7

5

0

14 6.048 33

0.183272

727 25 10.800 33

0.3

272

727

27 48 20.736 33

0

3

15 6.480 32.25 0.200930 30 12.960 32.25 0.4 53 22.896 32 0


55/58

54

233 018

604

65

.2

5

9

20 8.640 31.5

0.274285

714 34 14.688 31.5

0.4

662

857

14 63 27.216

31

.5 0

26 11.232 30.75

0.365268

293 46 19.872 30.75

0.6

462

439

02 55 23.760

30

.7

5

0

6

21 9.072 30 0.3024 32 13.824 30

0.4

608 50 21.600 30

18 7.776 29.250.265846

154 24 10.368 29.25

0.3

544

61538 40 17.280

29

.25

0

7

16 6.912 28.5

0.242526

316 28.5 0

28

.5

14 6.048 27.75

0.217945

946 27.75 0

27

.7

5

27 0 27 0 27

26.25 0 26.25 0

26

.2


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55

5

25.5 0 25.5 0

25

.5

24.75 0 24.75 0

24

.7

5

24 0 24 0 24

23.25 0 23.25 0

23

.2

5

22.5 0 22.5 0

22

.5

21.75 0 21.75 0

21

.7

5

21 0 21 0 21

20.25 0 20.25 0

20

.2

5

19.5 0 19.5 0

19

.5

18.75 0 18.75 0

18

.7

5

18 0 18 0 18


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56

17.25 0 17.25 0

17

.2

5

16.5 0 16.5 0

16

.5

15.75 0 15.75 0

15

.7

5

15 0 15 0 15

14.25 0 14.25 0

14

.2

5

0.365268293

0.646243902 0.864

0.6

462

43902 0

0.5 1 1.5 1


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0

0.2

0.4

0.6

0.8

1

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6

Box Shear Shear Stress

soil reprt

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