soil reprt
TRANSCRIPT
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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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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 :
25/56
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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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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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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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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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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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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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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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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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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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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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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: 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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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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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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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 applica- tion 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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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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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
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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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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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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