Soil Lab Other Group - Copy1

8/11/2019 Soil Lab Other Group - Copy1

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MU, Ethiopia Institute of Technology Road & Transport Engineeri ng

- 1 - Prepared by Group-3

Experiment 1 SIEVE ANALYSIS TEST

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

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. ObjectTo determine the percentage of varies size particles in aggregate sample

To determine the Flakiness of the aggregate

3. Apparatus and supplies

1. a complete set of standard sieve

2. Draying oven

3. Balance

4. Sieve shaker (we use manual)

4. Sample preparation Procedure

1. Oven dried sample will prepared.

2. Determine the total mass of the sample. (2499.3gm)

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. Carefully pour the sample through the stack of sieve and place the stack on the sieve

shaker.

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

mechanical shaker for about 10 minutes. In our case shaker is not available and each

sieve is shake for two minutes manually.

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

them.


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5. Calculation Test Results

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.

iv. Percentage finer than any sieve = 100Cumulative 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.

Observation Sheet of sieve analysis

Sieve

opening

(mm)

Weight

of

sieve(gm)

weight of

Sieve + Agg

(gm)

Weight of

Agg (gm)

%

retained

Cumulative

% retained

%finer

37.5 1711.2 1711.2 0 0 0 100

28 1732.1 2159.8 427.7 17.113 17.113 82.89

20 1620.3 2325.5 705.2 28.2159 45.329 54.671

14 1360.7 2360.1 999.4 39.987 85.316 14.684

10 1328.7 1689.2 360.5 14.424 99.74 0.26

6.3 484.1 486.2 2.1 0.084 99.824 0.176

5 1375.6 1375.6 0 0 99.824 0.176

pan 761.10 765.1 4 0.16 100 0

2499.3

Figure 1 particle size distribution


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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 -

SAMPLE PREPARATION & PROCEDURE

. Use the material retained on any of the following sieves: , 6.3

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


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A. Carry out sieve analysis using the following sieves , 6.3

B. Weigh each of the individual sizefractions retained on the sieves other than 63.0mm BS

sieve and store them in separate trays with their size marked on the trays.

C. From the sums of the mass of the fractions in trays (M1) calculate the individual percentage

retained on each of the various sieves. Discard any fraction whose mass is 5% or less of mass

M1. Record the mass remaining (M2)

D. Gauge each fraction by using the gauge, select the thickness gauge appropriate to the size

fraction under test and gauge each particle of that size fraction separately by hand.

E. Combine and weigh all particles passing each of the gauges (M3)

.

CALCULATIONS FOR AN INDIVIDUAL SIEVE SIZE

% Flakiness Index = M3 x 100M2

Data Sheet

Sieve Analysis Gauging %

FlakinessSieve size

(mm)

Wt. ret. % Ret. Gauge range Wt. of sample passing

the gauge

37.5 0 0 5037.5 0 0

28 427.7 17.113 37.5 - 28 118.9 4.76

20 705.2 28.2159 28 - 20 274.4 10.98

14 999.4 39.987 20 - 14 114.6 4.585

10 360.5 14.424 14 - 10 43.3 1.73

6.3 2.1 0.084 106.3 1.3 0.05Wt. after discarding 5% or

less, M22499.3 Combined Wt.

M3

552.50

Flakiness Index = (552.5/2499.3)*100 = 22.1% = 22%


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EXPERIMENT 2

PROCTOR COMPACTION USING STANDARD COMPACTION TEST

1.ObjectivesTo determine the relation between moisture content and the dry density of soils using proctor

compaction and determine the optimum water content and maximum dry density.2.Apparatus:1. mould with removable collar and base

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

10.Spatula

3.SAMPLE PREPARATION & TEST PROCEDURE:1. Expose the soil sample to the air until it is dried thoroughly.

2. Pulverize it using mortar and rubber tipped pestle.

3.Select a representative sample of about 12 Kg which passes 20mm sieve opening and dividein to 5-6 equal parts by weight.

4. 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, whencompacted will increases in mass to maximum density and then decrease in density

5. Prepare series of 5-6 specimens with different moisture contents. The moisture contentsselected shall include the optimum moisture content, thus providing specimens which, when

compacted will increase in mass to maximum density & then decease in density.6. Place the specimens in separate covered containers and allow to standing prior to compaction

to insure even distribution of moisture throughout the specimens.7. Weigh the empty mould with base but without collars.

8. Attach the mould and extension collar, compact the first specimen with 25 blows in threelayers of approximately equal height. Each layer should receive 25 evenly distributed blows.

9. 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 thesolar 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. Remove the base plate. Carefully strike both the top and the base of the compacted cylinderof soil with a steel straight edge. Fill any hole in the compacted specimens with soil if the

smoothing progress removes any small pebbles.11. Weigh the weight of the mould with base and compacted soil.


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12. Remove the soil from the cylinder and obtain a representative sample for Water contenttermination .

13. Repeat steps 6-10 for remaining specimens.

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

maximum dry unit weight by a given compaction effort and maximum dry density is the peakvalue of the compaction curve.

Compaction may be defined as a process of increasing the soil unit weight by forcing the soilsolids 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 airport run waysrequire soil fillwhich 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 proper amount of moulding water to be

added whencompacting the soil in the field and the degree of compaction comparable to that obtained by the

method used in the field.

Proctor (1938) developed the standard method for light compaction taking into consideration thefield equipment then available. The soil attained relatively low density. As field compactingequipment become heavier and more efficient it was necessary to increase the amount of

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

Computation

Calculate the moisture content and dry density for each compacted specimen as belowMoisture content w = X 100%

Where ww = Weight of water, ws = Weight of dry soil.

t

wetdry

w

1

Where = Dry unit weight of the soil

=Wet unit weight of the soil


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= 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.

S

Gw

G wdry

1

Where G = Specific gravity of the soil

dry = Dry unit weight of the soilwet = Wet unit weight of the soil

w = Unit weight of waterw= Water content

S = Degree of saturation

Fig: Dray density and

moisture content

relationship for a typical soil.

Observation sheet for compaction Test

t

wetdry

w

1

Where wet = Wet unit weight of the soil

dry = Dry unit weight of the soil, w = Water content

Dry

Density

kg/m3

Wet Density Curve

Compaction Curve

(Ordinarycompaction)

Optimum Moisture Content

Maximum Dry Density


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LAB RESULT PROCTOR COMPACTION TEST

Sample Number (Trials) 1 2 3

Wt. Of Mold + wet soil (W2) (gm) 5234.1 5385 5324

Wt of Mold (W1) (gm) 3328.9 3328.9 3328.9Wt. Of wet soil (W2-W1) (gm) 1905.2 2056.1 1995.1

Volume of Mold (cm3) 944 944 944.0

Wet density (g/cm3) 2.018 2.178 2.113

Water Content Determination Data

Wt of wet soil +container (gm) 76.2 116.5 128

Wt. Of dry soil+ container (gm) 69.8 104.2 112.2

Wt of container (gm) 13.3 17.7 19.3

Wt. Of dry soil (gm) 56.5 86.5 92.9

Wt. Of moisture (gm) 6.4 12.3 15.8

Moisture content (m) (%) 11.33 14.22 17.01

Dry density (g/cm3) 1.813 1.907 1.806

Dry Density & OMC Graph


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Experiment 4 Determining Specific Gravity of Aggregate

1. Objective

To determine different types of specific gravity of coarse aggregate and percentage absorption.

2. Theory:The term specific gravity may be expressed as bulk (standard surface dry SSD) or apparent

specific gravity. The bulk specific gravity (SSD) and absorption are based on aggregate after 24

+ 4 hours soaking in water. This method is not intended to be used with light weight aggregate.

Generally specific gravity is defined as the ratio of the mass (or weight in air) of a unit volume of

material to the mass of an equal volume of water at stated temperature. .

3. Apparatus

1. Balance2. Sample container

3. Water tank

4. Sieve No.45. Oven

4. Sample preparation & Procedure

Thoroughly mix sample of aggregate

Reduce it to the appropriate quantity needed

Reject all materials passing 4.75mm sieve by dry sieve

Thoroughly wash in to remove dust other coating from the surface

Immerse the aggregate in water at room temperature for a period of 24+4 hour

Remove the test sample from the water and roll it in a large absorbent cloth until all

visible moisture to be cleaned

Weight the sample in the standard surface dry condition both in air and in water

Record this and all the subsequent weights

Oven dry the sample and take the oven dry weight

S.N. Description Trial 1

1 Weight of oven dry test sample in air (A) 3990.22 Weight of saturated surface dry test sample in air (B) 4000

3 Weight of Saturated surface dry test sample in water (C) 2404.3

4 Apparent Specific gravity (ASG=(A/A-C)) 2.516

5 Bulk Specific Gravity (BSG=(A/B-C)) 2.207

6 Bulk specific Gravity (SSD) (SSD=(B/B-C)) 2.50

7 Absorption (%) ((B-A)/A)*100 0.246


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Experiment 5 ACV TEST

1. OBJECTIVE

To determine the aggregate crushing value using standard aggregates

2. Theory

The aggregate crushing value is a relative measure of the resistance of an aggregate to

crushing value

The standard aggregate crushing test shall be made on aggregate passing a 14.0mm Bs

test sieve and retained on a 10mm Bs sieve.

3. APPARATUS

i) An open ended Steel Cylindrical with square base plate and plunger

ii) Steel tamping road with one rounded end, having a diameter of 16mm and length 450mm to

600mm

iv) Balance

v) Compressive testing machine4. PREPARATION OF SAMPLE

Prepare material sample consist of aggregates passing 14mm BS test sieve and

retained on 10.0mm BS test sieve. The quantity sieved out aggregate shall be

sufficient for two tests.

The aggregate shall be tested on surface dry condition

The quantity off aggregate for one test shall be such that the depth of the material in

the cylinder shall be 100mm after tamping.

The appropriate quantity may be found conveniently by filling the cylindrical

measure in three layers of equal depth each layer being tamped 25 times from a

height of 50mm above the surface of the aggregate with the round end of tamping rod

and finally leveled off, using tamping rod as a straight edge.

The mass of material comprising the test sample shall be determined (mass A)

5. PROCEDURE

i) Place the apparatus with test sample and plunger in position, between the platen of the

testing machine and load it act as uniform rate as possible so that the required force is

reach in 10min. the required force shall be 400KN.

ii) Release the load and remove the crushed material and place on tray.

iii)Sieve the whole of the sample on the tray on 2.36mm BS sieve until no further amountpass in 1 min. weigh the fraction passing the sieve (mass of B).

iv)Repeat the whole procedure starting from the beginning of No.1 for second sample.


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6. Calculation

Percent fines = B x 100%

AWhere

A= The mass of the surface dry sample (g)

B = The mass of the fraction passing 2.36mm BS sieve (g)

Results

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

reported as the aggregate crushing value

7. Data sheet

Description Trial 1 Trial 2

Total Wt. of dry sample (A) 2806.6 2818.7

Wt. of sample Retained 2.36mm sieve (B) 2320.7 2040.3

Wt. of sample passing 2.36mm sieve (C ) = A - B 485.9 778.4

Aggregate Crushing value (%) 17.313 27.616Average Aggregate crushing value (%) 22.465

Result Trial one

M Empty mold= Mo = 4036.7gm

M agg +M old=M1= 6843.3gm

Mass of Sample = 2806.6 gm

M of retained after crushing= M2= 2320.7gm

M of Passing through 2.36mm sieve after crushing = 485.9gm

Aggregate crushing, ACV= M agg passing on 2.36mm Sieve x 100%

M total aggregate

= 485.9 x 100

2806.6

= 17.313%

Result Trial Two

M Empty mold= Mo = 4036.7gm

M agg +M old=M1= 6855.4gm

Mass of Sample = 2818.7 gm

M of retained after crushing= M2= 2040.3gm

M of Passing through 2.36mm sieve after crushing = 778.4gm


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Aggregate crushing, ACV= M agg passing on 2.36mm Sieve x 100%

M total aggregate

= 778.4 x 100

2818.7= 27.616%

ACV= Avg.( sample1, sample2)

ACV = (17.313 + 27.616)/2 = 22.465%Conclusion

Therefore; the sample tested can be used for cement concrete pavement and wearing

surfaces. Because the AVC=22.5% which is less than 45%.

Experiment 5 LOS ANGELES ABRASION TEST

1. OBJECTIVE

To Determine LOS ANGELES abrasion value

To find out suitability of aggregates for its use in road construction

2. THEORY

The aggregate used in surface course of the highway pavement are subjected to wearing

due to movement of traffic. When vehicle moved on the road, the soil particles present

between pneumatic tires and road surface cause abrasion of road aggregate. The steel

reamed wheel and animal driven vehicles are also cause considerable abrasion of road

surface. Therefore; the road aggregate should be hard enough to resist the abrasion.

Resistance to abrasion of aggregates is determined in laboratory by Los Angeles test

machine.

The principle of Los Angeles abrasion test is to produce the abrasive action by use of

standard steel balls which when mixed with the aggregate and rotated in a drum for

specific number of revolution also caused impact of aggregates. The percentage wear of

aggregates due to rubbing with steel balls is determined and is known us Los Angeles

abrasion value.


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3. APPARATUS

A. Los Angeles Abrasion Machine -

B. Sieves - 1.70mm (#12) sieves

C. Balance

D. Drying Oven

E. Abrasives Charge - weighing between 390 and 445g.

F. Tray

4. TEST SAMPLE

The test sample shall be selected from washed aggregate, dried to a constant temperature of 110

5 C (230 9 F) and are coarser than 1.7mm sieve size. The samples should confirm to any of

grading shown in the table.5. PROCEDURE

Select the grading to be used in the test

Take 5kg of sample for grading A, B, C or D and 10kg for grading E, F or G

Choose the abrasive charge as per table 1. Open the cover and feed the aggregate and

steel balls in the cylinder. Replace the cover tightly.

Rotate the machine at a uniform speed of 30 to 33 rpm.

Allow the machine to run for grading A, B, C or D and 1000 revolution for grading E, F,

or G.

Stop the machine after desired no. of revolution.

Remove the dust cover and take out the material

Separate the steel balls and sieve the material on 1.7mm IS sieve

Wash the material coarser than 1.7mm size.

Dry it in the oven to a constant weight and weigh to accuracy of 1g.

Calculate the percentage of material


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Table 1 Selection of abrasive charge

Grading No. of steel balls Weight charger, g

A 12 5000+25

B 11 4584+25

C 8 3330+25

D 6 2500+25

E 12 5000+25

F 12 5000+25

G 12 5000+25

Note: The sample has taken 2500gm of retained on sieve size of 14mm and 2500grm of

retained on sieve size 10mm.

CALCULATION & REPORT

Grading selected Sample 1

Original wt. of the sample ( W1) 5000

Wt. of Aggregate retained on sieve 1.7mm (W2) 3509.9

Loss of wt. 1490.1

% wear ==29.802

Los Angeles abrasion value 29.802%

Conclusion

The aggregate we used is suitable for all concrete works as its L.A.A.V < 30.


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Experiment 6 CALIFORNIA BEARING RATIO

1. OBJECTIVE:

To determine the soil strength using CBR test

2. THEORY

The California bearing ratio is the ratio of a measure of resistance of a material to penetration of

standard plunger under controlled density& moisture conditions. The test procedure should be

strictly adhered if high degree reproducibility is desired. The CBR test may be conducted in re

molded or undisturbed specimen in laboratory.

Standard load value on different penetration value

Standard unit stress for 2.54mm(0.1in) penetration = 6.9MPA



3. APPARTUS

Loading machine

Compaction rammer

Cylindrical mould

Swell measuring device

Annular weight

PROCEDURE

Prepare enough soil to compact two CBR mould of soil (approximately 12kg) at the

optimum moisture content of soil as determined by appropriate compaction effort.

Weigh the mold less base plate and collar and clamp a mould to the base plate, insert the

spacer disc in the mould and cover a piece of filter paper and compact the soil according

the standard.

Replace the material retained on 19mm sieve by an equal amount of material passing

19mm sieve and retained on 4.75mm sieve

Replace the material retained on 37.50mm sieve by an equal amount of material passing

37.50mm sieve and retained on 4.75mm sieve.

Take representative sample of soil weighing approximately 6kg and mix thoroughly at

OMC.

Insert a spacer disc over the base plate and place a coarse filter paper on the top of the

spacer disc.

Place the mould on a solid base such as a concrete floor or plinth and compact the wet

soil in to the mould in five layers of approximately equal mass each layer being given 56

blows with 4.90kg hammer equally distributed and dropped from a height of 450 mm

above the soil.


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The amount of soil used shall be sufficient to fill the mould, leaving not more than about

6mm to be struck off when the extension collar is removed.

Remove the extension collar and carefully level the compacted soil to the top of the

mould by means of a straight edge.

Remove the spacer disc by inverting the mould and weigh the mould with compacted

soil (m2).

Place a filter paper between the base plate and the inverted mould.

Replace the extension collar of the mould.

Prepare two more specimens in the same procedure as described above.

In both the cases of compaction, if the sample is to be soaked, take representative

samples of the material at the beginning of compaction and another sample of remaining

material after compaction for the determination of moisture content.

Each sample shall weigh not less than 100g for fine-grained soils and not less than 500

for granular soils.

Place the adjustable stem and perforated plate on the compacted soil specimen in the

mould.

Place the weights to produce a surcharge equal to the weight of base material and

pavement to the nearest 2.5kg on the perforated plate.

Immerse the whole mould and weights in a tank of water allowing free access of water to

the top and bottom of specimen for 96 hours. Penetration Test

After 96 hours of soaking take out the specimen from the water and remove the

extension collar, perforated disc, surcharge weights and filter paper.

Drain off the excess water by placing the mould inclined for about 15 minutes and weigh

the mould. Place the mould on the lower plate of the testing machine with top face exposed

To prevent upheaval of soil in to the hole of surcharge weights, place 2.5kg annular

weights on the soil surface prior to seating the penetration plunger after which place the

reminder of the surcharge weights.

Set the plunger under a load of 4 kg so that full contact is established between the

surface of the specimen and the plunger.

Set the stress and strain gauges to zero.

Consider the initial load applied to the plunger as the zero loads.

Apply the load at the rate of 1.25 mm / min.

Take the readings of the load at penetration of 0, 0.5, 1.0, 1.5, 2.0, 2.5, 3.0, 4, 5, 7.5, 10

and 12.5.

Raise the plunger and detach the mould from the loading equipment.

Collect the sample of about 20 to 50gms of soil from the top 30mm layer of specimen

and determine the water content in accordance with IS: 2720


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Examine the specimen carefully 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.

CALCULATION OF CBR FROM LOAD PENETRATION CURVE

The swelling or expansion ratio is calculated from the observation during the swelling test the

formula

Swelling (%) =

Where Df = final dial reading after soaking

Di = initial dial reading before soaking

H = initial height of specimen

The CBR Value is calculated from the formulaCBR (%) = Testunitstress x 100

Standard - unit - stress

CBR Test data sheet

Soaked /unsoaked condition

Swell %

Surcharge weight = 44.5N

Mould diam. =152.4mm

Mould height = 116mm

Area of piston = 19.4cm2 Ring calibration factor 8.4N/div.

OMC


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18 Prepared by Group 3

Penetration depth in

mm

Penetration Bottom

Dial

Reading

(Div)

Piston

Load

(N)

Penetration

Stress (KN/m2)

CBR

(%)

0.000 0.00 0

0.640 179 1503.6 775.1

1.270 305 2562 1320.6

1.910 402 3376.8 1740.6

2.540 482 4048.8 2087.0 30.25

3.180 562 4720.8 2433

3.810 637 5350.8 2758

4.450 703 5905.2 3043

5.080 760 6384 3290 31.94

Documents

Soil Lab Other Group - Copy1