Lab Report

Lab-report on pavement material

Checked by Berhane Page 1

Experiment 1

IN-SITU DRY DENSITY

CORE CUTTER METHOD

AIM

To determine the in-situ dry density of soil by core cutter method CYLINDRICAL CORE

CUTTER i) Cylindrical core cutter

ii) Steel dolley

iii) Steel rammer

iv) Balance, with an accuracy of 1g

v) Straightedge

vi) Square metal tray - 300mm x 300mm x 40mm

vii) Trowel

PROCEDURE

i) The internal volume (V) of the core cutter in cc should be calculated from its dimensions

which should be measured to the nearest 0.25mm.

ii) The core cutter should be weighed to the nearest gram (W1).

iii) A small area, approximately 30cm square of the soil layer to be tested should be exposed and

leveled. The steel dolly should be placed on top of the cutter and the latter should be rammed

down vertically into the soil layer until only about 15mm of the dolly protrudes above the

surface, care being taken not to rock the cutter. The cutter should then be dug out of the

surrounding soil, care being taken to allow some soil to project from the lower end of the cutter.

The ends of the soil core should then be trimmed flat in level with the ends of the cutter by

means of the straightedge.

iv) The cutter containing the soil core should be weighed to the nearest gram (W2).

v) The soil core should be removed from the cutter and a representative sample should be placed

in an air-tight container and its water content (w) determined.

REPORTING OF RESULTS

Bulk density of the soil Dry density of the soil

Average of at least three determinations should be reported to the second place of decimal in

g/cc.



No Description Determination number

I II III

1 Internal diameter of core cuter

in mm

100 100 100

2 Internal height of core cutter

in mm

129.75 129.75 129.75

3 Volume of cutter (V) in cc 1019.05 1019.05 1019.05

4 Weight of core cutter (W1)in

g

1130 1130 1130

5 Weight of core cutter + Soil

(W2)g

3423 3425 3419

6 Weight of soil (W2-w1)in g 2293 2295 2289

7 Bulk density of the soil

g/cc

2.25 2.25 2.25

8 Moisture content (w) in % 18 17 17.5

9 Dry density of the soil

1.91 1.92 1.915

Average value 1.915

Experiment 2

SAND REPLACEMENT METHOD

AIM

To determine the in-situ dry density of soil by sand replacement Method.

APPARATUS

SAND-POURING CYLINDER

i) Sand-pouring cylinder

ii) Cylindrical calibrating container

iii) Soil cutting and excavating tools such as a scraper tool, bent spoon

iv) Glass plate - 450mm square and 9mm thick or larger

v) Metal containers to collect excavated soil

vi) Metal tray - 300mm square and 40mm deep with a 100mm

hole in the centre

vii) Balance, with an accuracy of 1g



PROCEDURE

A. Calibration of apparatus

a) The method given below should be followed for the determination of the weight of sand in the

cone of the pouring cylinder:

i) The pouring cylinder should be filled so that the level of the sand in the cylinder is within

about 10mm of the top. Its total initial weight (W1) should be maintained constant throughout

the tests for which the calibration is used. A volume of sand equivalent to that of the excavated

hole in the soil (or equal to that of the calibrating container) should be allowed to run out of the

cylinder under gravity. The shutter of the pouring cylinder should then be closed and the cylinder

placed on a plain surface, such as a glass plate.

ii) The shutter of the pouring cylinder should be opened and sand allowed to run out. When no

further movement of sand takes place in the cylinder, the shutter should be closed and the

cylinder removed carefully.

iii) The sand that had filled the cone of the pouring cylinder (that is, the sand that is left on the

plain surface) should be collected and weighed to the nearest gram.

iv) These measurements should be repeated at least thrice and the mean Weight (W2) taken.

b) The method described below should be followed for the determination of the bulk density of

the sand.

i) The internal volume (V) in ml of the calibrating container should be determined from the

weight of water contained in the container when filled to the brim. The volume may also be

calculated from the measured internal dimensions of the container.

ii) The pouring cylinder should be placed concentrically on the top of the calibrating container

after being filled to the constant weight (W1) as in Para a) i), above. The shutter of the pouring

cylinder should be closed during the operation.

The shutter should be opened and sand allowed to run out. When no further movement of sand

takes place in the cylinder, the shutter should be closed. The pouring cylinder should be

removed and weighed to the nearest gram.

iii) These measurements should be repeated at least thrice and the mean weight (W3) taken.

B. Measurement of soil density

The following method should be followed for the measurement of soil density:



i) A flat area, approximately 450sq.mm of the soil to be tested should be exposed and trimmed

down to a level surface, preferably with the aid of the scraper tool.

ii) The metal tray with a central hole should be laid on the prepared surface of the soil with the

hole over the portion of the soil to be tested. The hole in the soil should then be excavated using

the hole in the tray as a pattern, to the depth of the layer to be tested up to a maximum of

150mm.The excavated soil should be carefully collected, leaving no loose material in the hole

and weighed to the nearest gram (Ww). The metal tray should be removed before the pouring

cylinder is placed in position over the excavated hole.

iii) The water content (w) of the excavated soil should be determined by the method specified in

Para . Alternatively, the whole of the excavated soil should be dried and weighed.

NO Description determination

1 Mean weight of sand in cone 450 (of pouring cylinder)

(W2) in g

450

2 Volume of calibrating container 980 (V) in ml 980

3 Weight of sand + Cylinder, 11040 before pouring (W1) in

g

11040

4 Mean weight of sand + Cylinder, 9120 after pouring (W3)

in g

9120

5 Weight of sand to fill calibrating 1470 container (Wa

=W1- W3- W2) in g

1470

Bulk density of sand

=1500kg/

Experiment 3

Water content test by oven dry method

Test method ASTEM D 2216

1. Theory

The water content or moisture content of a soil is defined as the ratio between the weight of the

water in the sample and the weight of solid material. It is expressed as a percentage.

For any materials water content is one of the most significance index properties used in

establishing a relation between soil behaviour and its properties. The water content of a material



is used in expressing the phase relationship of air, water and solids in a given soil type depends

on its water content. The water content of a soil along with its liquid and plastic limits is used to

express its relative consistency termed as liquidity index.

The laboratory work to determine the water content consists of drying the moist soil in an oven

to a constant weight of water and the weight of water and the weight of dry specimen.

2. Objective

To determine the water content of soil sample in terms of dry weight.

3. Apparatus and supplies

Drying oven

Balance

Containers

Miscellaneous items such as gloves, tongs, knifes, spatula and scoop etc

4. Sample preparation and test procedure

1. Determine the weight of a clean and dry specimen container with its cover. Usually

number or letter written on the containers to identify them.

2. Select a representative test specimen.

3. Place the moist specimen in the container.

4. Determine the weight of the container and moist soil.

5. Remove the cover and place the container with moist soil in drying oven.

6. Dry the soil to constant weight in the drying oven at a temperature of 1050C - 1150C for

12 - 24 hours.

7. Remove the container from the oven after the material has dried to constant weight.

8. Allow the material to cool in the desiccators to room temperature or until the container

can be handled comfortably with bare hands.

9. Determine the weight of the container and oven dried material.



Computation

Calculate the moisture content of the soil as 100100

s

w

ccs

cscws

ww

ww

www

Where w moisture content in %

Wcws- weight of container and moist soil in gms

Wcs - weight of container and oven dried soils in gms

Wc- weight of container in gms

Ws- Weight of solid particles in gms

Table: Minimum weight of sample required for water content test

Maximum particle size (100%

passing)

Recommended minimum mass of moist test specimen for

water content test

2 mm or less 20 g

4.75 mm 20 g

9.5 mm 50 g

19 mm 250 g

37.5 mm 1000 g

75 mm 5000g

Observation sheet for water content test

SAMPLE CALCULATION

Lets Calculate the moisture content for trial one as a sample

100100

s

w

ccs

cscws

ww

ww

www

w=



Description of sample: moisture content on non cohesive soils

Determination No Obs. 1 Obs. 2 Obs. 3

Container number

Weight of container g 18.5 18.2 17.5

Weight of container + wet soil g 104.2 99.3 112.7

Weight of container + dry soil g 98.9 93.3 103.9

Weight of water (Ww) g 5.3 6 8.8

Weight of dry soil (Ws) g 80.4 75.1 86.4

Water content (w) % 6.59 7.99 9.95

Average water content (w) % 8.2

Experiment 4

Proctor compaction test

Test method ASTM D 698

1. Theory:

Optimum moisture content (OMC) is the water content at which a soil can be compacted to a

maximum dray unit weight by a given compaction effort and maximum dray density is the peak

value of the compaction curve.

Compaction may be defined as a process of increasing the soil unit weight by forcing the soil

solids in to a denser state, reducing the air voids. It is accomplished by static or dynamic loads.

Many types of earth construction such as dams, embankment, highway, and air port run ways

require soil fill which is placed in layers and compacted. A well compacted soil is mechanically

more stable, has a high compressive strength and high resistance deformation than a loose soil.



The purpose of the laboratory test is to determine the roper amount of moulding water to be

added when compacting the soil in the field and the degree of compaction comparable to that

obtained by the method used in the field.

Procter (1938) developed the standard method for light compaction taking into consideration the

filed equipment then available. The soil attained relatively low density. As field compacting

equipment become heavier and more efficient it was necessary to increase the amount of

compacting energy in the laboratory test. Hence modified proctor test developed. The

comparison between two tests is shown in table below.

Table: Comparison of Proctor and Modified Proctors compaction tests.

Type of test Hammer

mass (Kg)

Hammer

drop (m)

Blows /layer Number

of layers

Compaction

energy Kg/cm3

Standard proctor 2.5 0.30 25 3 590

Modified proctor 4.5 0.45 25 5 2700

The proctor test is adequate for most applications like highway embankments earth dams,

retaining back fill while modified proctor is usually favoured for heavier load application like

airport runway base courses.

2. Objectives

To determine the relation between moisture content and the dray density of soils using

proctor compaction and determine the optimum water content and maximum dry density.

3. Apparatus

1. mould with removable and ase

2. Hammer

3. No 4 sieve

4. Balance

5. Large mixing pan

6. Drying oven

7. Moisture content cans

8. Sample extruder (optimal)

9. Mortar and rubber tipped pestle

- 9 -

4. Sample preparation

Expose the soil sample to the air until it is dried thoroughly. And pulverize it using mortar and

rubber tipped pestle.

5. Procedure

1. Select a representative sample of about 18 Kg which passes sieve No 4 and divide in to 5-6

equal parts by weight.

2. Prepare a series of 5-6 specimens with different moisture contents. The moisture content

selected shall include the optimum moisture content, thus providing specimens which, when

compacted will increases in mass to maximum density and then decrease in density.

3. Place the specimens in separate covered containers and allow to stand prior to compaction to

insure even distribution of moisture throughout the specimens.

4. Weigh the empty mould with base but without collars.

5. Attach the mould and extension collar, compact the first specimen with 25 blows in three

layers of approximately height. Each layer should receive 25 evenly distributed blows.

6. Remove the collar. While removing the collar locate it to break the bond between it and the

soil before lifting of the mould. This prevents removing some of the compacted soil when the

solar is taken off. If the collar is hard to remove do not risk twisting of the last layers of soil.

Take a spatula and trim long the sides of the collar until it comes off easily.

- 10 -

7. Remove the base plate. Carefully strike both the top and the base of the compacted cylinder

of soil with a steel edge. Fill any holes in the compacted specimens with soil if the smoothing

process removes any small pebbles.

Note: That the all layers should be approximately of equal thickness. If the mould is

not filled above the collar joint from the last compacted layer, do not add soil to make

the deficiency. Redo the test Also you should try to have not more than about 0.5 cm

of soil above the collar joint.

8. Weigh the weight of the mould with base and compacted soil.

9. Remove the soil from the cylinder and obtain a representative sample for

Water content determination.

10. Repeat steps 6-10 for remaining specimens.

6. Computation

Calculate the moisture content and dry density for each compacted specimen as below:-

Moisture content w = (ww

/ws) X 100

Where ww = Weight of water.

ws = Weight of dry soil.

t

wet

dryw

1

Where wet = Wet unit weight of the soil

dry = Dry unit weight of the soil

w = Water content

From the data obtained plot dry density versus moisture content. Obtain the peak value of dry

density (maximum dry density) and the corresponding value is the optimum moisture content.

Also draw a curve termed the 100% saturation curve (zero air void curve) on this plot.

- 11 -

SGw

G wdry

1

Where G = Specific gravity of the soil

dry = Dray unit weight of the soil

wet = Wet unit weight of the soil

w = Unit weight of water

w = Water content

S = Degree of saturation

Moisture Content %

Fig: Dray density and moisture content relationship for a typical soil.

D

ry D

ensi

ty k

g/m

3

Wet Density Curve

Compaction Curve (Ordinary

compaction)

Optimum Moisture Content

Maximum Dry Density

- 12 -

Observation sheet for compaction Test

t

wet

dryw

1

Where wet = Wet unit weight of the soil

dry = Dry unit weight of the soil

w = Water content

Volume of the mould 1000cm3

A

DETERMINATION No 1 2 3 4 5 6

MOULD No

B WEIGHT OF MOULD

&WET SOIL (gm)

4671.2 5099.2 5474 5554.8 5704.1 5727.6

C WEIGHT OF MOULD(gm)

3369.2

D WEIGHT OF WET

SOIL(gm)

B-C 1302 1730 2104.8 2185.6 2334.9 2358.4

E VOLUME OF

MOULD(cm3)

1000

F WET DENSITY(g/ cm

3)

D/E 1.302 1.73 2.105 2.186 2.335 2.358

G

DETERMINATION No. 1 2 3 4 5 6

CONTAINER No.

H WEIGHT OF CONTAINER &

WET SOIL(gm)

113.6 107.2 104.2 99.3 112.7 106

- 13 -

Description of the sample:-standard compaction

SAMPLE CALCULATION FOR MOISTURE CONTENT AND DRY DENSITY

To calculate the moisture content for trial three


/ws) X 100

W=

To calculate the dry density for trial three

t

wet

dryw

1

277.059.61

105.2

dry

I WEIGHT OF CONTAINER &

DRY SOIL(gm)

109.1 102.3 98.9 93.3 103.9 97.0

J WEIGHT OF WATER(gm) H-

I

4.5 4.9 5.3 6 8.8 9

K WEIGHT OF CONTAINER

(gm)

22.6 19.2 18.5 18.2 17.5 18.8

L WEIGHT OF DRY SOIL(gm) I-

K

86.5 83.1 80.4 75.1 86.4 78.2

M MOISTURE COONTENT % J/L 5.2 5.9 6.59 7.99 10.185 11.5

N AVERAGE MOISTURE

CONTENT %

7.63

O DRY DENSITY (Kg/ m3) 0.21 0.25 0.277 0.243 0.209 0.189

- 14 -

moisture content (%)

Experiment 5

Volume of the mould 1500cm3

Description of the sample modified compaction test

A

DETERMINATION

No

1 2 3 4 5 6

MOULD No

B WEIGHT OF

MOULD &WET

SOIL (gm)

10389.2 10706.7 11417.9 8952.3 8618.6 11320.8

C WEIGHTOF

MOULD(gm)

7764.2 7448.7 7367.9 4767.3 4748.6 7405.8

D WEIGHT OF WET

SOIL(gm)

B-C 2625 3258 4050 4185 3870 3915

E VOLUME OF

MOULD(cm3)

1500

F WET DENSITY(Kg/

m3)

D/E 1.75 2.17 2.7 2.79 2.58 2.61

0

0.05

0.1

0.15

0.2

0.25

0.3

0 2 4 6 8 10 12 14

- 15 -

G

DETERMINATION

No.

CONTAINER No. 1 2 3 4 5 6

H WEIGHT OF

CONTAINER & WET

SOIL(gm)

85.0 75.4 92.0 91.4 88.9 95.3

I WEIGHT OF

CONTAINER & DRY

SOIL(gm)

80.1 70.5 82.3 83.3 79.2 83.9

J WEIGHT OF

WATER(gm)

H-I 4.9 4.9 9.7 8.1 9.7 11.4

K WEIGHT OF

CONTAINER (gm)

17.7 18.6 18.7 17.7 19.4 19.2

L WEIGHT OF DRY

SOIL(gm)

I-K 62.4 51.9 63.6 65.6 59.8 64.7

M MOISTURE

COONTENT %

J/L 7.85 9.44 15.25 15.88 16.22 17.62

N AVERAGE

MOISTURE

CONTENT %

14.06

O DRY DENSITY

(Kg/ m3)

0.19 0.21 0.172 0.165 0.15 0.14

SAMPLE CALCULATION FOR MOISTURE CONTENT AND DRY DENSITY

To calculate the moisture content for trial one


/ws) X 100

W=

- 16 -

To calculate the dry density for trial one

t

wet

dryw

1

25.085.71

19.2

dry

Experiment 6

Sieve analysis test

Test method ASTEM D 422-90, 1988

1. Theory

Statistical relationships have been established between grain size and significant soil

properties. The suitability criteria for road, air field and embankment construction have been

based on grain size distribution. The proper gradation of filter material is established from

particle size distribution. Grain size analysis is usually used in engineering soil classifications

0.19

0.21

0.172 0.165 0.15

0.14

0

0.05

0.1

0.15

0.2

0.25

0 5 10 15 20

Series1

- 17 -

A good spacing of soil diameters will be obtained when the nest of sieves are arranged in

such a way that each sieve has an opening approximately one half that of the coarser sieve

above it.

2. Object

To determine the percentage of varies size particles in a soil sample

Grain size analysis of a soil is generally carried out by two methods

1. dry sieving

2. wet sieving

1. Dry Sieving

3. Apparatus and supplies

1. a complete set of IS sieve

2. Draying oven

3. Balance

4. Sieve shaker

5. Brush

6. Sample splitter

- 18 -


Expose the soil in the air until it is dried. Break up the dried sample by mortar with a rubber

covered pestle and select a representative sample of the amount required to perform the test by

the method of quartering or by use of sample splitter. The amount of soil selected based on the

maximum size of aggregate.

5. Procedure

1. Oven dries the soil at a temperature of 105 1150C for 24 hours.

2. Determine the total mass of the sample.

3. Select the appropriate of varying size sieves. Stack the sieves in such a way that the

smallest sieve will be at the bottom and the largest at the top.

4. Weight each sieve and the pan. Make sure each sieve is clean before weighing it.

5. Place the stack on the sieve shaker. Carefully pour the sample through the stack of sieve.

6. Place sieve cover on top sieve. Sieve the soil through the stack of sieves using

mechanical shaker for about 10 minutes.

7. Remove the stack from the sieve shaker. Weigh the sieves and pan with soil retained on

them.

6. Calculation

i. Mass of each sieve retained on each sieve= mass of sieve and retained soil mass of

sieve

ii. Percentage retained on each = Mass of soil retained/Total mass of test sample.

iii. Cumulative percentage retained on each sieve = sum of percentage retained on all

coarser sieves.

- 19 -

iv. Percentage finer than any sieve = 100 Cumulative retained on any sieve.

v. Plot the distribution curve. The grain size distribution of a soil is presented as a curve

on a semi-logarithmic plot, the ordinate being the percentage finer and the abscissa,

particle size (mm) in log scale. Compute the coefficient of uniformity and coefficient

of curvature using the relation.

CU = D60/D10 and CZ = (D30)2/ (D10 X D60)

Where D10, D30 and D60 are the particle size on grain size distribution curve at 10, 30, and 60

percentages finer the particles respectively.

Table: The range of grain size for different soils

Soil description Grain size range (mm)

Gravel 75 4.75

Sand 4.75 0.075

Silt 0.075 0.002

Clay < 0.002

Table: The largest particle size and suggested mass of soil to be used for testing

Nominal diameter of largest particle size, mm 9.5 19 25 37.5 50 75

Approximate minimum mass of portion, g 500 1000 2000 3000 4000 5000

Not. The sum of the mass retained should closely equal to the total mass of sample before

testing. Generally a mass loss of less than 2% is considered as acceptable other wise the test

must be repeated.

2. Wet Sieving The wet sieving is used when more than 5% of the soil sample passes through sieve No 200

(0.075mm). The procedure of wet sieve analysis is the same with dry analysis but the only

difference is the sample preparation.

- 20 -

Sample preparation

Expose the soil in the air until it is dried. Break up the dried sample by mortar with a rubber

covered pestle and select a representative sample of the amount required to perform the test by

the method of quartering or by use of sample splitter. The amount of soil selected based on the

maximum size of aggregate. Wash the quartered sample on sieve No 8 (2.36mm) and sieve

No200 (0.075mm) then oven dry the soil at a temperature of 105 1150C for 24 hours.

Questions

1. What is the purpose of grain size analysis?

To classify soils based on their grain size because the suitability criteria for

road, air field and embankment construction have been based on grain size

distribution

2. Under what conditions should you use wet sieving instead of dry sieving?

Wet sieve is used if the soil contains large amount of silt and clays

- 21 -

Observation Sheet of sieve analysis

Description of sample:-Sieve analysis test

Tested by:-Group one RTE

Sieve

No

Sieve

opening

(mm)

Weight

of sieve

(gm)

weight of

Sieve +

Soil(gm)

Weight of

soil

retained

(gm)

%

retained

Cumulative

% retained

%final

1 75 1063.6 1063.6 0 0% 0% 100%

2 50 1126.0 1126 0 0% 0% 100%

3 37.5 1132.5 1132.5 0 0% 0% 100%

4 28 1733.6 1860.7 127.1 3% 3% 97%

5 20 1622.3 1722.3 100 2% 5% 95%

6 14 1362.5 1474.8 112.3 2% 7% 93%

7 10 1329.4 1486.8 157.4 3% 10% 90%

8 6.3 1363.1 1631.7 268.6 5% 15% 85%

9 5 1376.2 1559.6 183.4 4% 19% 81%

10 2 378.6 1895.8 1517.2 31% 50% 50%

11 1.18 493.4 1150.4 657 13% 63% 37%

12 600 350.1 1058.8 708.7 14% 77% 23%

13 425 471.5 774.6 303.1 6% 84% 16%

14 212 305.5 746.6 441.1 9% 93% 7%

15 150 434.7 584.3 149.6 3% 96% 4%

16 75 286.4 507.3 220.9 4% 100% 0%

- 22 -

Experiment 7

Determination of Liquid limit using cone penetration method.

1. Theory

This test is based on the measurement of penetration in to the soil of standard cone of specified

mass. At the liquid limit the cone penetration is 28mm. It requires the same apparatus as is used

for bituminous materials testing, but filled with special cone.

Liquid limit can be determined by two methods that is either using Cassa Grand apparatus or by

penetration method.

2. Object

To determine the Liquid limit of soil using cone penetration method.

3. Apparatus

1. cone of stainless steel

2. Knife

3. A metal cup

4. A penetro meter

5. A non corrodible air tight container

6. An evaporating dish

7. Distilled water

8. Balance

9. Draying oven

- 23 - Prepared by Group-3


Dry the soil in air until is dried and pulverize. Take a representative of it and sieve on sieve

No 40 (0.425mm opening).

5. Procedure

1.Take a sample weighting at least 300 gm from the material passing the 0.425mm test sieve.

2.Place the sample on the flat glass plate and mix thoroughly with distilled water until the mass

becomes a thick homogeneous paste. Then this paste shall then be allowed to stand in airtight

container for about 24 hrs. To allow the water to permeate throughout the soil mass.

3.Remove the sample from the container and remix for at least 10 min. If necessary further

water shall be add so that the first cone penetration reading is approximately 15mm.

4.Push the remixed soil in to the cup with a palette edge of the straight edge, to give a smooth

surface.

5.Lower the cone so that it just touches the surface of the soil. When the cone is in the correct

position, a slight movement of the cup will just mark the surface of the soil and not the dial

gauge reading to the nearest 0.1mm. The cone shall then be released for period 5 1sec.

6.After the cone has been locked in position the dial gauge shall be lowered to the new position

of the cone shaft and note the reading. The reading at the beginning and end of the drop shall

be recorded as the cone penetration.

7.Lift out the cone and clean it to avoid scratching.

8.Add a little more wet soil to the cup, taking care not to trap air, and repeat 4, 5 and 6


9.If the difference between the first and the second penetration reading is not more than 0.5mm

record the average of the two penetrations and proceed to 11.

10. If the second penetration is more than 0.5mm and less than 1mm from the first, carry out a

third test. If the overall range is not more than 1mm record the average of three penetrations

and precede to 11 if the overall range is more than 1mm remove the soil from the cup, remix

and repeat 4 to 6.

11. Take about 70 gm samples from the area penetrated by the cone to determine the moisture

content.

6. Calculations

The moisture content of the soil from each penetration reading is calculated from the wet and

dray weighing as in the moisture content test.

Each cone penetration (mm) is plotted as abscissa, against the corresponding moisture content

(%) as ordinate, both to linear scales, the best straight line fitting these points is drawn.

From the graph the moisture content corresponding to a cone penetration of 20 mm is read off to

the nearest 0.1%. The result is reported to the nearest whole number as a liquid limit (cone

penetration test)

Observation sheet for liquid limit test

Description of sample:-Determination of Liquid limit using cone penetration method

Tested by:-Group one RTE

Trial Number 1 2 3 4

Can Number Pit-2

NGL-3

Pit-01

ROAD_!

Pit-01

ROAD-2

Pit-1

NGL-1

A. Weight of Wet Soil + can 72.8 80.8 84.8 138.2

B. Weight of Dry Soil + can 60.3 66.5 68.0 117.9

C. Weight of Water(A-B) 12.5 14.3 16.8 20.3

D. Weight of can 18.2 17.6 18.5 56.3

E. Weight of Dry Soil(B-D) 42.1 48.9 49.5 61.6


Water Content %(C/Ex100) 68.68 29.24 33.94 32.95

Penetration in mm 22.9 17 32.3 27.9

Liquid Limit %

Remark

............................................................................................................................................................

....................................................................................................................

M

ois

ture

Co

nte

nt

(%)

10

1

5

2

0

15 16 17 18 19 20 21 22 23 24 25

Cone penetration Value in (mm)


Experiment 8

Liquid Limit Determination using Cassa Grande apparatus


1. Theory

The liquid limit is the dividing line between the liquid and plastic states. It is quantified for a given soil as

specific water content; and from a physical standpoint, it is the water content at which the shear strength

of the soil becomes so small that the soil flows to close standard groove cut.

2. Object

To determine liquid limit of soil as per IS 2720 (part 5) - 1985

3. Apparatus

1. Cassa Grande apparatus

2. Grooving tool

3. Washing bottle

4. N0 40(0.425mm)sieve

5. evaporating dish

6. Spatula


4. Procedure

1. Take about 200gms of air dried soil passing sieve No 40(0.425mm) in porcelain

evaporating dish and mix it thoroughly with a little distilled water, using a spatula, until the

soil mass becomes a thick homogenous paste.

2. Adjusting the liquid limit device (Cassa Grand) with the aid of cup equal to 1cm above the

base. Turn the hands and practice to obtain a speed of giving the blows at 2 blows per second.

3. Place the paste in the cup and level up to the depth of 1cm at the point which comes in to

contact with the base divided the pest by grooving tool a long the diameter through the canter

of the hinge while simultaneously holding it normal to the surface of the cup.

4. Turn the handle at the rate of 2 revolutions per second and allow the cup to be lifted and

dropped until the two parts of the paste come in the bottom of the grooving made along the

distance 1cm. record the number of blows at which this occurs.

5. Place the sample of the joined portion in moisture can determining the moisture content.

Keep the cans in the humidifier until the test is completed.

6. Repeat this process three or more times adding some distilled water each time. Adjust the

amount of water visually so that two of these reading are above 25 blows. (The No of blows

between 15- 40).

7. Weight the moisture cans placed in the humidifier and then place them in the oven for

drying. Enter all observations in the table.

Reporting of results

Report the water content corresponding to 25 blows, read from flow curve as the liquid limit

Observation sheet for liquid limit test

Sample No. ONE_ Project No._______________________

Location._________________________

Description of sample CLAY SOIL_____

Tested by_________________________ Date_____________________________


Trial Number 1 2 3 4

Can Number A B C D

A. Weight of Wet Soil + Tare 82.2 46 62.3 72.6

B. Weight of Dry Soil + Tare 76.4 38.2 56.5 63.6

C. Weight of Water(A-B) 5.80 7.80 5.80 9.00

D. Weight of Tare 37.8 18.46 18 17.6

E. Weight of Dry Soil(B-D) 38.60 19.74 38.50 46.00

Water Content %(C/E x 100) 37.8 18.46 18 17.6

Number of Blows 38.60 19.74 38.50 46.00

Liquid Limit % 25.23

Sample No. TWO_ Project No._______________________

Location._________________________

Description of sample SAND SOIL_____

Tested by_________________________ Date____________________________

For sand

Since, it doesnt make 3mm diameter when rolled, it is obvious that sands are not plastic.


50

25 0

1 10 100

Number of blows

Remark

............................................................................................................................................................

.........................................................................................................

Experiment 9

Determination of Plastic limit


1. Theory

The plastic limit of a soil is the water content at the boundary between the plastic and semisolid

state. The water content at this boundary is arbitrarily defined as the water content at which soil

begins to crumble when rolled into threads of specified size (3mm).

2. Object

To determine the plastic limit of soils as per 2720 (part 5) -1985

3. Apparatus

0.001 10Equivalent Particle Size (mm)

0

10

20

30

40

50

60

70

80

90

100

Perc

ent F

iner

200 140 100 70 50 40 30 20 16 12 8 6 4

ASTM SIEVE SIZES

B.S. SIEVE SIZES

300 200 150 100 72 52 36 25 18 14 10 7

0.002 0.006 0.01 0.1 10.02 0.06 0.2 0.6 2 6 20 60

MediumSilt

Fine CoarseMedium

SandFine Coarse Fine

MediumGravel

CoarseStone orBoulderClay

" " " 1" 1 " 2"3 8/ "

" " " 1" 1 " 2"3 8/ "1 8/ " 3 16/ "

Mo

istu

re C

on

ten

t (%

)


1. Balance

2. Dish

3. Spatula

4. Moisture content cans

5. Distilled water

6. Oven

7. Sieve No 40

8. Large glass plate


Take out 30g of air-dried soil from a thoroughly mixed sample of the soil passing through

425m IS Sieve. Mix the soil with distilled water in an evaporating dish and leave the soil mass

for maturing. This period may be up to 24hrs.

5. Procedure

1. Take 30 gm of sample passing sieve No 40.

2. Mix thoroughly with water. The water shall be added to produce a paste that has water

content less than the liquid limit.

3. Roll the soil on large glass plate with hand until 3mm diameter of soil tread is obtained.

4. When the 3mm diameter tread is obtained, break the tread in to pieces, and squeeze

together between thumbs and fingers of both hands in to a uniform ellipsoidal shape. And

repeat step 3 until the tread crumbles under the required for rolling and the soil can not

longer to be rolled in to treads.

5. Gather the portion of the crumbled soil and determine the water content (the plastic limit)

Note The crumbling may occur when the tread have a diameter greater than 3mm. This shall be

a satisfactory end point; Provide the soil has been previously rolled in to a tread of 3mm in

diameter.

Result

The plastic limit should be determined for at least three portions of the soil passing through

425m IS Sieve. The average water content to the nearest whole number should be reported No

40 (0.425mm opening).


6. Calculation

Calculate the water content of the crumbled soil. This water content is the plastic limit of the soil

Moisture content %= Weight of water (gm)

Weight of dry soil (gm)

Observation sheet for Plastic limit test

Sample No._______________________ Project No._______________________

Location._________________________

Description of sample__________________________________________________

Tested by_________________________ Date_____________________________

Trial Number 1 2 3

Can Number A B

F. Weight of Wet Soil + Can 82.2 46.00 62.30

G. Weight of Dry Soil + Can 76.4 38.20 56.50

H. Weight of Water(F-G) 5.8 7.8 0 5.8

I. Weight of Can 37.80 18.46 18.00

J. Weight of Dry Soil(G-I) 38.60 19.74 38.50

Water Content %(H/J x 100) 15.02 39.50 15.07

Plastic Limit %(Average) 23.20

Compute the plasticity index as PI = LL PL

=22.28-23.2= -0.92


Experiment 10

AGGREGATE ABRASION VALUE

AIM

To determine the abrasion value of coarse aggregates as per

i) Los Angles abrasion testing machine

ii) IS Sieve of size - 1.7mm

iii) Abrasive charge - 12 nos. cast iron or steel spheres approximately 48mm dia. and each

weighing between 390 and 445g ensuring that the total weight of charge is 5000 25g

iv) Oven

PREPARATION OF SAMPLE

The test sample should consist of clean aggregates which has been dried in an oven at 105 to

110oC to a substantially constant weight and should conform to one of the grading shown in the

table below:

PROCEDURE

The test sample and the abrasive charge should be placed in the Los Angles abrasion testing

machine and the machine rotated at a speed of 20 to 33 revolutions/minute for 1000 revolutions.

At the completion of the test, the material should be discharged and sieved through 1.70mm IS

Sieve.


Grading of test samples

Sieve size Weight in g of test sample for grade

Retained

On(mm)

A B C D E F G

63 2500

50 2500

40 5000 5000

25 1250 5000 5000

20 1250 5000

12.5 1250 2500

10 1250 2500

6.3 2500

4.75 2500

2.36 5000

PROCEDURE

The test sample and the abrasive charge should be placed in the Los Angles abrasion testing

machine and the machine rotated at a speed of 20 to 33 revolutions/minute for 1000 revolutions.

At the completion of the test, the material should be discharged and sieved through 1.70mm IS

Sieve.


i) The material coarser than 1.70mm IS Sieve should be washed, dried in an oven at a

temperature of 100 to 110oC to a constant weight and weighed (Weight 'B').

ii) The proportion of loss between weight 'A' and weight 'B' of the test sample should be

expressed as a percentage of the original weight of the test sample. This value should be reported

as,

Aggregate abrasion value =

x 100% .


Passing

Through

(mm)

Retained

On

(mm)

Weigh of

sample

Taken in

gram(A)

No of

charges

Weight of sample

Retained on

1.7mmSieve after

test in g(B)

Abrasion value

1250

12

3767.7

1250

14 14 1250

1250

Aggregate abrasion value is 24.68%

Experiment 11

AGGREGATE CRUSHING VALUE

AIM

To determine the aggregate crushing value of coarse aggregates

APPARATUS

i) Cylindrical measure and plunger

ii) Compression testing machine

iii) IS Sieves of sizes - 14mm, 10mm and 2.36mm

PROCEDURE

i) The aggregates passing through 14mm and retained on 10mm IS Sieve are oven-dried at a

temperature of 100 to 110oC for 3 to 4hrs.

ii) The cylinder of the apparatus is filled in 3 layers, each layer amped with 25 strokes of a

tampering road .

iii) The weight of aggregates is measured (Weight 'A').

iv) The surface of the aggregates is then leveled and the plunger inserted. The apparatus is then

placed in the compression testing machine and loaded at a uniform rate so as to achieve 40t load

in 10 minutes. After this, the load is released.

v) The sample is then sieved through a 2.36mm IS Sieve and the fraction passing through the

sieve is weighed (Weight 'B').

vi) Two tests should be conducted.



Aggregate crushing value =

100%

The result should be recorded to the first decimal place and the mean of the two results reported.

amped with 25 strokes of a tamping rod.

Trials Weight of

sample

aggregate(A)

Weigh passing

through the

sieve(B)

Aggregate crushing value

1 2754.01 1110.41 ACV1

2 2925.4 1053.1 ACV2

ACV=

=38.2

Experiment 12

FLAKINESS INDEX

Scope

The Flakiness Index test determines the percentage of flat particles in a seal coat

aggregate.

APPARATUS

A. A metal plate approximately 0.0625 inches thick with slotted openings

conforming to the design and dimensions shown in Figure 1.

B. Balance - A balance conforming to the requirements of AASHTO M 231 (Class

G2) with a minimum capacity of 2000g, a readability and sensitivity of 0.1g and

an accuracy of 0.1g or 0.1%.


C. Oven - Capable of maintaining a temperature of 110 5 C (230 9 F).

SAMPLE PREPARATION

. Use the material retained on any of the following sieves: , sieve

and has been placed into separate Containers. Aggregates retained on each sieve which

comprises at least 4

Percent of the total sample, shall be tested

PROCEDURE

A. Wash and oven dry samples to a constant weight at 110 5 C(230 9F.)

B. Test each of the particles in each size fraction using the proper slot opening for each sieve

size.

C. Separate the particles passing through the slot from those that do not pass through the slot.

C. Weigh the particles passing the slot to the nearest 0.1 gram.

D. Weigh the particles retained on the gauge to the nearest 0.1 gram.

CALCULATIONS FOR AN INDIVIDUAL SIEVE SIZE

% Flakiness Index =

x 100

Where:


A = Weight passing a given slot

B = Weight retained on the same slot

Report Flakiness Index to the nearest whole number.

CALCULATIONS FOR MULTIPLE SIEVE SIZES

% Flakiness Index =

x 100

Where:

A, A1, A2,A3 = Weight passing a given slot

B, B1, B2,B3 = Weight retained on the same slot

WORKSHEET

FLAKINESS INDEX

Description of sample:-Flakiness index

Tested by:-Group one RTE Date 08/05/05

Sieve size Weight passing(g) Weight retained(g)

0 0

200.9 0

746.1 1452.3

299.8 2081.8

14.7 193

0 9.8

Total

1261.5

3736.9


Experiment 13

DUCTILITY of bitumen

AIM

To determine the ductility of distillation residue of cutback bitumen, blown type bitumen and

other bituminous products.

PRINCIPLE

The ductility of a bituminous material is measured by the distance in cm to which it will elongate

before breaking when a standard briquette specimen of the material is pulled apart at a specified

speed and a specified temperature.

APPARATUS

i) Standard mould

ii) Water bath

iii) Testing machine

iv) Thermometer - Range 0 to 44 , Graduation 0.2

PROCEDURE

i) Completely melt the bituminous material to be tested by heating it to a temperature of 75 to

100oC above the approximate softening point until it becomes thoroughly fluid.

Assemble the mould on a brass plate and in order to prevent the material under test from

sticking, thoroughly coat the surface of the plate and the interior surfaces of the sides of the

mould with a mixture of equal parts of glycerin and dextrin. While filling, pour the material in a

thin stream back and forth from end to end of the mould until it is more than level full. Leave it

to cool at room temperature for 30 to 40

minutes and then place it in a water bath maintained at the specified temperature for 30 minutes,

after which cut off the excess bitumen by means of a hot, straight-edged putty knife or spatula,

so that the mould is just level full.

ii) Place the brass plate and mould with briquette specimen in the water bath and keep it at the

specified temperature for about 85 to 95 minutes. Remove the briquette from the plate, detach

the side pieces and the briquette immediately.

iii) Attach the rings at each end of the two clips to the pins or hooks in the testing machine and

pull the two clips apart horizontally at a uniform speed, as specified, until the briquette ruptures.

Measure the distance in cm through which the clips have been pulled to produce rupture. While


the test is being done, make sure that the water in the tank of the testing machine covers the

specimen both above and below by at least 25mm and the temperature is maintained

continuously within 0.5oC of the specified temperature


A normal test is one in which the material between the two clips pulls out to a point or to a

thread and rupture occurs where the cross-sectional area is minimum. Report the average of three

normal tests as the ductility of the sample, provided the three determinations be within 0.5

percent of their mean value.

Lab results:-trial one=105cm

:-trial two=75cm

:-trial three=110cm

Ductility of bitumen =

=

=96.6

Calculate their mean.

Ductility of bitumen =

=

=107.5

Documents

Lab Report