Highway Engineering Lab

Supreme Knowledge Foundation Group of Institutions Sir J. C. Bose School of Engineering 1 Khan Road, P.O. Mankundu

Department of Civil Engineering

Lab Manual (Procedure for Conduct of Practical)

Subject: Highway & Transportation Engineering Lab Subject Code: CE 691

Prepared By Jayashree Sengupta Assistant Professor Department of Civil Engg.

Reviewed and Approved By Prof. (Dr.) Tripti Guin Biswas HOD Department of Civil Engg. Additional Director

INDEX Sl. No.

Date of Performance

Tests on Highway Materials

Page No.

AGGREGATES (i)

IMPACT VALUE

(ii)

LOS-ANGELES ABRASION VALUE

(iii)

WATER ABSORPTION

(iv)

SHAPE TEST - FLAKINESS INDEX

(v)

SHAPE TEST - ELONGATION INDEX

(vi)

CBR TEST BITUMEN & BITUMINOUS MATERIALS

(i)

SPECIFIC GRAVITY

(ii)

PENETRATION VALUE

(iii)

SOFTENING POINT

(iv)

LOSS ON HEATING

(v)

FLASH & FIRE POINT TEST

(vii)

MARSHAL STABILITY TEST AND DESIGN OF B.C. MIX

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Experiment No: AGGREGATE IMPACT VALUE

AIM OF THE EXPERIMENT: To determine the aggregate impact value of coarse aggregate. THEORY: The property of a material to resist impact is known as toughness. Due to movement of vehicles on the road the aggregates are subjected to impact resulting in their breaking down into smaller pieces. The aggregates should therefore have sufficient toughness to resist their disintegration due to impact. This characteristic is measured by impact value test. The aggregate impact value is a measure of resistance to sudden impact or shock, which may differ from its resistance to gradually applied compressive load. REFERENCE CODES: IS: 2386 (Part IV) - 1963. APPARATUS USED:  Impact testing machine: The machine consists of a metal base. A detachable cylindrical steel cup of internal diameter 10.2cm and depth 5cm. A metal hammer of weight between 13.5 to 14Kg, 10cm in diameter and 5cm long. An arrangement for raising the hammer and allow it to fall freely between vertical guides from a height of 38cm on the test sample in the cup.    

A cylindrical metal measure having 7.5cm and depth of 5cm for measuring aggregates. A tamping rod of circular cross section, 1cm in diameter and 23cm long, rounded at one end. I.S. sieve of sizes 12.5mm, 10mm and 2.36mm. Balance of capacity not less than 500gm to weigh accurate up to 0.01gm.

PROCEDURE: a) The test sample consists of aggregates passing 12.5 mm sieve and retained on 10mm sieve and dried in an oven for 4 hours at a temperature of 100 °C to 110 °C. b) The aggregates are filled up to about 1/3 full in the cylindrical measure and tamped 25 times with rounded end of the tamping rod. c) The rest of the cylindrical measure is filled by two layers and each layer being tamped 25 times. d) The overflow of aggregates in cylindrical measure is cut off by tamping rod using it has a straight edge. e) Then the entire aggregate sample in a measuring cylinder is weighted nearing to 0.01gm. f) The aggregates from the cylindrical measure are carefully transferred into the cup which is firmly fixed in position on the base plate of machine. Then it is tamped 25 times. g) The hammer is raised until its lower face is 38 cm above the upper surface of aggregates in the cup and allowed to fall freely on the aggregates. The test sample is subjected to a total of 15 such blows each being delivered at an interval of not less than one second. The crushed aggregate is then removed from the cup and the whole of it is sieved on 2.36 mm sieve until no significant amount Department of Civil Engineering Supreme Knowledge Foundation Group of Institutions, Mankundu

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Experiment No:

passes. The fraction passing the sieve is weighed accurate to 0.1 gm. Repeat the above steps with other fresh sample. h) Let the original weight of the oven dry sample be gm and the weight of fraction passing 2.36 mm I.S sieve be gm. Then Aggregate Impact Value is expressed as the % of fines formed in terms of the total weight of the sample. OBSERVATION AND CALCULATION: Sl. Details of Sample No. Total weight of aggregate sample filling the cylinder 1. measure, gm 2.

Weight of aggregate passing 2.36 mm I.S sieve, gm

3.

Weight of aggregate retained on 2.36 mm I.S sieve after the test, gm

4.

Aggregate Impact Value,

Trial 1

Trial 2

Average

× 100 %

RESULT: The mean A.I.V is _________________%. PRECAUTIONS: a) Place the plunger centrally so that it falls directly on the aggregate sample and does not touch the walls of the cylinder in order to ensure that the entire load is transmitted on to the aggregates. b) In the operation of sieving the aggregates through 2.36 mm sieve the sum of weights of fractions retained and passing the sieve should not differ from the original weight of the specimen by more than 1 gm. c) The tamping is to be done properly by gently dropping the tamping rod and not by hammering action. Also the tampering should be uniform over the surface of the aggregate taking care that the tamping rod does not frequently strike against the walls of the mould. COMMENTS: Aggregate impact value is used to classify the stones in respect of their toughness property as indicated below in Table 1. Table-1: Classification of aggregate based on the Aggregate Impact Value Aggregate impact value (%) Quality of Aggregate 35

Weak for road surfacing

IRC has specified the following values of maximum allowable impact values of aggregate in different types of pavement material/ layers. Description Maximum Allowable Aggregate Impact Value Sub-Base Course

50%

Cement Concrete In Base Course

45%.

Water Bound Macadam With Bitumen Surface

40%

Bituminous Macadam Base Course

35%

All Surface Courses

30%

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Experiment No: DETERMINATION OF LOS-ANGELES ABRASION VALUE

AIM OF THE EXPERIMENT:  To determine Los Angeles abrasion value  To find out the suitability of aggregates for its use in road construction. THEORY: Abrasion is a measure of resistance to wear or hardness. It is an essential property for road aggregates especially when used in wearing course. Due to the movements of traffic, the road stones used in the surfacing course are subjected to wearing actions at the top. When traffic moves on the road the fine particle (dust, soil etc) which comes between the wheel and road surface causes abrasion on the road stone. The principle of Los Angeles abrasion test is to produce the abrasive action by use of standard steel balls which when mixed with the aggregates and rotated in a drum for specific number of revolutions also causes impact on aggregates. The percentage wear of the aggregates due to rubbing with steel balls is determined and is known as Los Angeles Abrasion Value. REFERENCE CODES: IS: 2386 (Part IV) - 1963. APPARATUS USED:  Los Angeles Machine: It consists of a hollow steel cylinder, closed at both the ends with an internal diameter of 700 mm and length 500 mm and capable of rotating about its horizontal axis. A removable steel shaft projecting radially 88 mm into cylinder and extending full length (i.e. 500 mm) is mounted firmly on the interior of cylinder. The shelf is placed at a distance 1250 mm minimum from the opening in the direction of rotation.  Abrasive charge: Cast iron or steel balls, approximately 48 mm in diameter and each weighing between 390 to 445 g; 6 to 12 balls are required.

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Experiment No:

Sieve: The 1.70 mm IS sieve Balance of capacity 5 kg or 10 kg Drying oven

PROCEDURE: a) Clean and dry aggregate sample confirming to one of the grading A to G is used for the test. (Refer table)

b) Aggregates weighing 5 Kg for grading A, B, C or D and 10 Kg for gradings E, F or G may be taken as test specimen and placed in the cylinder. c) The abrasive charge is also chosen in accordance with the above table and placed in the cylinder of the machine, and cover is fixed to make dust tight. d) The machine is rotated at a speed of 30 to 33 revolutions per minute. e) The machine is rotated for 500 revolutions for gradings A, B, C and D, for gradings E, F and G, it shall be rotated for 1000 revolutions. f) After the desired number of revolutions, the machine is stopped and the material is discharged from the machine taking care to take out entire stone dust. g) Using a sieve of size larger than 1.70 mm I.S sieve, the material is first separated into two parts and the finer position is taken out and sieved further on a 1.70 mm I.S sieve. h) Let the original weight of aggregate be gm, weight of aggregate retained on 1.70 mm I.S sieve after the test be gm. Los Angeles abrasion value (%) =

× 100

OBSERVATION: Sl. No.

Details of sample

1.

Weight of Specimen, W1 gm

2.

Weight of specimen after abrasion test, coarser than 1.70 mm IS sieve, W2 gm

3.

Percentage wear =

Trial 1

Trial 2

Trial 3

Average

× 100

RESULT: The average value of Los Angeles abrasion test on given aggregate sample is ________________% Department of Civil Engineering Supreme Knowledge Foundation Group of Institutions, Mankundu

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COMMENTS: Los Angeles abrasion test has been standardized by the ASTM, AASHO and also by the ISI. Standard specification of Los Angeles abrasion values is also available for various types of pavement constructions. Sl. Los Angeles abrasion Types of pavement layer No. value, maximum % 1. Water Bound Macadam (WBM), sub-base course 60 a) WBM base course with bituminous surfacing 2. b) Bituminous Macadam base course 50 c) Built-up spray grout base course a) WBM surfacing course b) Bituminous Macadam binder course 3. 40 c) Bituminous penetration Macadam d) Built-up spray grout binder course a) Bituminous carpet surface course b) Bituminous surface dressing, single or two coats 4. 35 c) Bituminous surface dressing, using precoated aggregates d) Cement concrete surface course a) Bituminous Asphaltic concrete surface course 5. 30 b) Cement concrete pavement surface course

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Experiment No: SPECIFIC GRAVITY AND WATER ABSORPTION

AIM OF THE EXPERIMENT: To determine water absorption of the given aggregate sample. THEORY: Water absorption gives an idea of strength of aggregate. Aggregates having more water absorption are more porous in nature and are generally considered unsuitable unless they are found to be acceptable based on strength, impact and hardness tests. REFERENCE CODES: IS: 2386 (Part III) - 1963. APPARATUS USED:  A wire basket of not more than 6.3mm mesh or a perforated container of convenient size with thin wire hangers for suspending it from the balance.  A thermostatically controlled oven to maintain temperature of 100° to 110°C.  A container for filling water and suspending the basket.  An airtight container of capacity similar to that of the basket.  A balance of capacity about 5 kg to weigh accurate to 0.5 g and of such a type and shape as to permit weighing of the sample container when suspended in water.  A shallow tray and two dry absorbent clothes, each not less than 750 × 450 mm. PROCEDURE: a) About 2 kg of the aggregate sample is washed thoroughly to remove fines, drained and then placed in the wire basket and immersed in distilled water at a temperature between 22° to 32°C with a cover of at least 50mm of water above the top of the basket. b) Immediately after immersion the entrapped air is removed from the sample by lifting the basket containing it 25mm above the base of the tank and allowing it to drop 25 times at the rate of about one drop per second. c) The basket and the aggregate should remain completely immersed in water for a period of 24 ± 0.5 hours afterwards. d) The basket and the sample are then weighed while suspended in water at a temperature of 22° to 32°C. In case it is necessary to transfer the basket and the sample to a different tank for weighing, they should be jolted 25 times as described above in the new tank to remove air before weighing. e) This weight is noted while suspended in water W1 g. The basket and the aggregate are then removed from water and allowed to drain for a few minutes, after which the aggregates are transferred to one of the dry absorbent clothes. f) The empty basket is then returned to the tank of water, jolted 25 times and weight in water W2 g. g) The aggregates placed on the absorbent clothes are surface dried till no further moisture could be removed by this cloth. Then the aggregates are transferred to the second dry cloth spread in a single layer, covered and allowed to dry for at least 10 minutes until the aggregates are completely surface dry. 10 to 50 minutes drying may be needed. h) The aggregates should not be exposed to the atmosphere, direct sunlight or any other source of heat while surface drying. i) A gentle current of unheated air may be used during the first ten minutes to accelerate the drying of aggregate surface. j) The surface dried aggregate is then weighed W3 g. The aggregate is placed in a shallow tray and kept in an oven maintained at a temperature of 110°C for 24 hours. k) It is then removed from the oven, cooled in an airtight container and weighed W4 g. At least two tests should be carried out, but not concurrently.

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CE691: Highway Engineering Lab OBSERVATIONS: Sl. No.

Experiment No:

Description

1.

Weight of saturated aggregate suspended in water with the basket , W1 gm

2.

Weight of basket suspended in water, W2 gm

3.

Weight of saturated aggregate in water , WS = (W1 - W2) gm

4.

Weight of saturated surface dry aggregate in air , W4 gm

5.

Weight of water equal to the volume of the aggregate= (W3-WS) gm

6.

Specific Gravity =

7.

Water absorption =

Trial 1

Trial 2

Average

× 100

RESULT: a) The Specific Gravity of given aggregate sample is found to be ______________. b) The water absorption of given aggregate sample is found to be______________%.

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Experiment No: FLAKINESS INDEX AND ELONGATION INDEX

AIM OF THE EXPERIMENT: To determine the flakiness Index and elongation index of a given aggregates sample. THEORY: The particle shape of aggregate is determined by the percentages of flaky and elongated particles contained in it. In case of gravel it is determined by its Angularity Number. Flakiness and Elongation tests are conducted on coarse aggregates to assess the shape of aggregates. Aggregates which are flaky or elongated are harmful to higher workability and stability of mixes. They are not favorable to good interlocking and hence the mixes with an excess of such particles are difficult to compact to the required degree. For base coarse and construction of bituminous and cement concrete types, the presence of flaky and elongated particles are considered undesirable as they may cause inherent weakness with probabilities of breaking down under heavy loads. Rounded aggregates are preferred in cement concrete road construction as the workability of concrete improves. Angular shape of particles are desirable for granular base coarse due to increased stability derived from the better interlocking when the shape of aggregates deviates more from the spherical shape, as in the case of angular, flaky and elongated aggregates, the void content in an aggregate of any specified size increases and hence the grain size distribution of the graded aggregates has to be suitably altered in order to obtain minimum voids in the dry mix or the highest dry density. Flakiness Index: The flakiness index of aggregates is the percentage by particles whose least dimension (thickness) is less than 3/5th (0.6) of their mean dimension. The test is not applicable to sizes smaller than 6.3 mm. Elongation Index: The elongation index of an aggregate is the percentage by weight of particles whose greatest dimension (length) is greater than 9/5th times (1.8 times) their mean dimensions. The elongation test is not applicable to sizes smaller than 6.3 mm. REFERENCE CODES: IS: 2386 (Part I) - 1963. APPARATUS USED:  Standard thickness gauge



I.S. sieves of sizes 63, 50, 40, 31.5, 25, 20, 16, 12.5, 10 and 6.3mm and a balance to weigh the samples.

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Length gauge



A balance of accuracy 0.01 gm

Experiment No:

PROCEDURE: a) The sample is sieved with the sieves mentioned in the table. b) A minimum of 200 pieces of each fraction to be tested are taken and weighed ( gm). c) In order to separate flaky materials, each fraction is then gauged for thickness on thickness gauge, or in bulk on sieve having elongated slots as specified in the table. d) Then the amount of flaky material passing the gauge is weighed to an accuracy of at least 0.1% of test sample. e) Let the weight of the flaky or elongated materials passing the gauge be gm. Similarly the weights of the fractions passing and retained on the specified sieves be , , , etc. are weighed and the total weight + + +……. = gm is found. Also the weights of the materials passing each of the specified thickness gauges are found = W1, W2, W3… and the total weight of the material passing the different thickness gauges = W1+W2+W3+……. = W gm is found. f) Then the flakiness index is the total weight of the flaky material passing the various thickness gauges expressed as a percentage of the total weight of the sample gauged. Flakiness Index =

× 100

g) Also the weights of material from each fraction retained on the specified gauge length are found = , , … and the total weight retained determined = + + + = gm. h) The elongation index is the total weight of the material retained on the various length gauges, expressed as a percentage of the total weight of the sample gauged. Elongation Index =

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× 100

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OBSERVATION: Size of Aggregate Retained on I.S. Sieve, mm

Thickness Gauge (0.6 times the mean sieve) mm

Length Gauge (1.8 times the mean sieve) mm

63

50

33.90

-

50

40

27.00

81.00

40

31.5

19.50

58.50

31.5

25

16.95

-

25

20

13.50

40.50

20

16

10.80

32.40

16

12.5

8.55

25.60

12.5

10

6.75

20.20

10

6.3

4.89

14.70

Passing through I.S. Sieve, mm

Flakiness Index =

Elongation Index =

Weight of the fraction consisting of at least 200 pieces in gm.

Weight of aggregates in each fraction passing thickness gauge, gm Wi

Weight of aggregates in each fraction retained on length gauge, gm

× 100 = 100

× 100 = 100

RESULT a) The flakiness index of the given sample of aggregates is _______________%. b) The elongation index of a given sample of aggregate is ________________%.

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Experiment No: CBR TEST

AIM OF THE EXPERIMENT: To determine California Baring Ratio (C.B.R.) value of a given aggregate/soil sample. THEORY: The California Bearing Ratio (C.B.R.) test was developed by California Division of Highway as a method of classifying and evaluating soil subgrade and base course materials for flexible pavements. The results obtained by these tests are used with the empirical curves to determine the thickness of pavement and its component layers. The CBR is a measure of resistance of a material to penetration of standard plunger under controlled density and moisture conditions. The CBR test may be conducted in remoulded or undisturbed specimen in the laboratory. The test is simple and has been extensively investigated for field correlations of flexible pavement thickness requirement. The test is conducted by causing a cylindrical plunger of some diameter to penetrate a pavement component material at 1.25mm/minute. The loads, for 2.5mm and 5mm are recorded. This load is expressed as a percentage of standard load value at a respective deformation level to obtain C.B.R. value. REFERENCE CODES: IS: 2720 part XVI IS: 2720 part XXXI APPARATUS USED:

C.B.R Testing Apparatus Department of Civil Engineering Supreme Knowledge Foundation Group of Institutions, Mankundu

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a) Cylindrical mould with inside dia. 150 mm and height 175 mm, provided with a detachable extension collar 50 mm height and a detachable perforated base plate 10 mm thick. b) Spacer disc: 148 mm in dia. and 47.7 mm in height along with handle. c) Metal rammers: Weight 2.6 kg with a drop of 310 mm (or) weight 4.89 kg a drop 450 mm. d) Weights: One annular metal weight and several slotted weights weighing 2.5 kg each, 147 mm in dia., with a central hole 53 mm in diameter. e) Loading machine: With a capacity of at least 5000 kg and equipped with a movable head or base that travels at an uniform rate of 1.25 mm/min. Complete with load indicating device. f) Metal penetration piston 50 mm dia. and minimum of 100 mm in length. g) Two dial gauges reading to 0.01 mm. h) Sieves: 4.75 mm and 20 mm I.S. Sieves. i) Miscellaneous apparatus, such as a mixing bowl, straight edge, scales soaking tank or pan, drying oven, filter paper and containers. PROCEDURE: a) Each batch of soil is (of at least 5.5kg for granular soils and 4.5 to 5kg weight for fine grained soils) mixed with water up to the optimum moisture content or the field moisture content if specified so. b) The spacer disc is placed at the bottom of the mould over the base plate and a coarse filter paper is placed over the spacer disc. c) The moist soil sample is to be compacted over this in the mould by adopting either the I.S. light compaction or the I.S. heavy compaction. For light compaction, compact the soil in 3 equal layers, each layer being given 55 blows by the 2.6 kg rammer. For heavy compaction compact the soil in 5 layers, 56 blows to each layer by the 4.89 kg rammer. d) After compacting the last layer, the collar is removed and the excess soil above the top of the mould is evenly trimmed off by means of straight edges. e) The clamps are removed and the mould with the compacted soil is lifted leaving below the base plate and the spacer disc is removed. f) A filter paper is placed on the base plate, the mould with compacted soil is inverted and placed in position over the base plate and clamps of the base plate are tightened. g) Weights of 2.5 to 5kg are placed over the soil sample in the mould. Then the whole mould is placed in water tank for soaking. h) A swelling measuring device consisting of tripod and the dial gauge are placed on top edge of the mould and the spindle of the dial gauge is placed touching the top of the sample. The initial dial gauge reading is recorded and the test set up is kept undisturbed in the water tank to allow soaking of the soil specimen for four full days or 96 hours. i) After 96 hours of soaking, the mould with specimen is clamped over the base plate and the same surcharge weights are placed on the specimen centrally such that the penetration test can be conducted. The mould with base plate is placed under penetration plunger of the loading machine. j) The penetration plunger is seated at the centre of the specimen and is brought in contact with the top surface of the soil sample by applying a seating load of 4.0kg. k) The dial gauge for the measuring the penetration values of the plunger is fitted in position. The dial gauge of the proving ring and the penetration dial gauge are set to zero. The load is applied through the penetration plunger at a uniform rate of 1.25mm/minute. The load readings are recorded at penetration readings of 0.0, 0.5, 1.0, 1.5, 2.0, 2.5, 3.0, 4.0, 5.0, 7.5, 10.0, 12.5 mm penetration. The maximum load value and the corresponding penetration value are recorded. l) After the final reading, the load is released and the mould is removed from the loading machine. The proving ring calibration factor is noted so that the load dial values can be converted into load in kg. m) The load values noted for each penetration level are divided by the area of the loading plunger (19.635cm2) to obtain the pressure. n) A graph is plotted by penetration in mm on x-axis and the pressure in kg/cm2 on y-axis. o) Then the unit pressure values corresponding to 2.5 and 5.0mm penetration values are found from the graph. Then the CBR value is calculated from the formula: CBR in % = Department of Civil Engineering Supreme Knowledge Foundation Group of Institutions, Mankundu

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Experiment No:

p) The CBR values at 2.5mm and 5.0mm penetrations are calculated for each specimen from the corresponding graphs. Generally the CBR value at 2.5mm penetration is higher and the value is adopted. However if higher CBR value is obtained at 5.0mm penetration, the test is to be repeated to verify the results. If the value at 5.0mm penetration is again higher, this is adopted as the CBR value of the soil sample. OBSERVATION AND CALCULATION: Calibration factor of the proving ring 1 Div. = ______________ kg Least count of penetration dial 1 Div. = ______________ mm Load-Penetration curve: The load penetration curve is plotted taking penetration value on x-axis and Load values on Y-axis. Corresponding to the penetration value at which the CBR is desired, corrected load value is taken from the load-penetration curve and the CBR calculated as follows California bearing ratio = × 100 Where PT = Corrected unit (or total) test load corresponding to the chosen penetration curve, and PS = Unit (or total) standard load for the same depth of penetration as for PS taken from standard code. If the initial portion of the curve is concave upwards, apply correction by drawing a tangent to the curve at the point of greatest slope and shift the origin. Find and record the correct load reading corresponding to each penetration. Penetration Dial Readings

Penetration (mm)

Load Dial Proving Ring Reading

Load (kg)

Corrected Load PT

RESULT: The CBR value of the given soil sample is _________________%. COMMENTS: The values are given in the table,

As per IRC recommendation the minimum value of C.B.R. required for a subgrade should be 8%.

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Experiment No: SPECIFIC GRAVITY OF BITUMEN

AIM OF THE EXPERIMENT: To determine the Specific gravity of given Bituminous material. THEORY: The density of a bitumen binder is a fundamental property frequently used as an aid in classifying the binders for use in paving jobs. In most applications, the bitumen is weighed, but finally in use with aggregate system, the bitumen content is converted on volume basis. Thus an accurate density value is required for conversion of weight to volume. The specific gravity is greatly influenced by the chemical composition of binder. Increased amount of aromatic type compounds cause an increase in the specific gravity. The specific gravity is defined by ISI as the ratio of the mass of a given volume of the bituminous material to the mass of an equal volume of water, the temperature of both being specified at 27ºC±0.1ºC. REFERENCE CODES: IS: 1202- 1978 APPARATUS USED:  Specific gravity Bottle  Distilled water. PROCEDURE: a) The clean, dried specific gravity bottle is weighed let that be W1 gm. b) Then it is filled with fresh distilled water and then kept in water bath for at least half an hour at temperature 27°C ± 0.1°C. c) The bottle is then removed and cleaned from outside. The specific gravity bottle containing distilled water is now weighed. Let this be W2 gm. d) Then the specific gravity bottle is emptied and cleaned. The bituminous material is heated to a pouring temperature and the material is poured half the bottle, by taking care to prevent entry of air bubbles. Then it is weighed. Let this be W3 gm. e) The remaining space in specific gravity bottle is filled with distilled water at 27°C and is weighed. Let this be W4 gm. Then specific gravity of bituminous material is given by formula, Specific Gravity = OBSERVATION AND CALCULATION: Description Weight of specific gravity bottle Weight of bottle + distilled water Weight of bottle + bitumen Weight of bottle + bitumen + water

Trial 1

Trial 2

Trial 3

W1 gm W2 gm W3 gm W4 gm

RESULT: The specific gravity of given bituminous binder is ___________________. PRECAUTIONS a) only freshly boiled and cooled distilled water shall be used b) precautions shall be taken to prevent expansion and over-flow of the contents resulting from the heat of the hand when wiping the surface of the apparatus; c) all air bubbles shall be eliminated in filling the apparatus and inserting the stopper; d) weighing shall be done quickly after filling the apparatus and shall be accurate to 0.1 mg; and

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Experiment No: PENETRATION VALUE

AIM OF THE EXPERIMENT: To determine the grade of a given binder. THEORY: The consistencies of bituminous materials vary depending upon several factors such as constituents, temperature, etc. As temperature ranges between 25°C and 50°C most of the paving bitumen grades remain in semi solid or in plastic states and their viscosity is so high that they do not flow as liquid. Determination of absolute viscosity of bituminous material is not so simple. Therefore the consistency of these materials is determined by indirect methods. The consistency of bitumen is determined by penetration test which is a very simple test. Various types and grades of bituminous materials are available depending on their origin and refining process. The penetration test determines the consistency of these materials for the purpose of grading them, by measuring the depth (in units of one tenth of a millimeter or one hundredth of a centimeter) to which a standard needle will penetrate vertically under specified conditions of standard load, duration and temperature. Thus the basic principle of the penetration test is the measurement of the penetration (in units of one tenth of an mm) of a standard needle in a bitumen sample maintained at 25°C during five seconds, the total weight of the needle assembly being 100gm. The softer the bitumen, the greater will be the penetration. REFERENCE CODES: IS: 1203- 1978 APPARATUS USED:  container: 55mm in diameter and 35mm to 57mm height  needle: provided with a shank approximately 3.0mm in diameter into which it is immovably fixed.  water bath  penetrometer  Stop watch etc.

PROCEDURE: a) The bitumen is softened to a paving consistency between 75° and 100°C above the approximate temperature at which bitumen softens. Department of Civil Engineering Supreme Knowledge Foundation Group of Institutions, Mankundu

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b) The sample material is thoroughly stirred to make it homogeneous and free from air bubbles and water. c) The sample containers are cooled in atmosphere of temperature not lower than 13°C for one hour. Then they are placed in temperature controlled water bath at a temperature of 25°C for a period of one hour. d) The weight of needle, shaft and additional weight are checked. The total weight of this assembly should be 100gm. e) Using the adjusting screw, the needle assembly is lowered and the tip of the needle is made to just touch the top surface of the sample. f) The needle assembly is clamped in this position. The contact of the tip of the needle is checked using the mirror placed on the rear of the needle. g) The initial reading of the penetrometer dial is either adjusted to zero or the initial reading is noted. h) Then the needle is released by pressing a button and a stop watch is started. The needle is released exactly for a period of 5.0 secs. i) At least 3 measurements are made on this sample by testing at distance of not less than 100mm apart. j) The difference between the initial and final penetration readings are taken as the penetration value. OBSERVATION AND CALCULATION: Readings

1

Trials 2

3

Mean Value

Penetrometer Dial Initial Reading Penetrometer Dial Final Reading Penetration Value RESULT: The average penetration value of a given bitumen sample is ________________ and the grade of bitumen is ________________. PRECAUTIONS: a) If the sample contains extraneous matter, it should be sieved through IS Sieve 30 (see IS: 4601962*). b) To avoid overheating at the bottom of the container, use of an air oven or sand bath is recommended. c) While the needle is penetrating into the sample, if there is any movement of the container, that determination shall be discarded. COMMENTS: The value of penetration reported shall be the mean of not less than three determinations whose values do not differ by more than the amount given below: Penetration Maximum Difference 0 to 49 2 50 to 149 4 150 to 249 6 250 and above 8

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CE691: Highway Engineering Lab NAME OF THE EXPERIMENT:

Experiment No: SOFTENING POINT TEST

AIM OF THE EXPERIMENT: To determine the softening point of given paving bitumen. THEORY: Bitumen does not suddenly change from solid to liquid state, but as the temperature increase, it gradually becomes soften until it flows readily. The softening point is the temperature at which the substance attains particular degree of softening under specified condition of test. For bitumen it is usually determined by Ring and Ball apparatus. REFERENCE CODES: IS: 1205- 1978 APPARATUS USED:  Ring and Ball apparatus  Water bath with stirrer  Thermometer  Glycerin  Steel balls each of 9.5mm and weight of 2.5 ± 0.08gm. PROCEDURE: a) Sample material is heated to a temperature between 75° and 100°C above the approximate softening point until it is completely fluid and is poured in heated rings placed on the metal plate. b) To avoid sticking of the bitumen to metal plate, coating is done to this with a solution of glycerin and dextrin. c) After cooling the rings in air for 30 minutes, the excess bitumen is trimmed and rings are placed in the support.

d) At this time the temperature of distilled water is kept at 5°C. This temperature is maintained for 15 minutes after which the balls are placed in position. e) Then the temperature of water is raised at uniform rate of 5°C per minute with a controlled heating unit, until the bitumen softens and touches the bottom plate by sinking of balls. At least two observations are made. For material whose softening point is above 80°C, glycerin is used for heating medium and the starting temperature is 35°C instead of 5°C. f) The temperature at the instant when each of the ball and sample touches the bottom plate of support is recorded as softening point value.

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CE691: Highway Engineering Lab

Experiment No:

OBSERVATION AND CALCULATION: Test Property

Trials 2

1

3

Mean Value

Temperature (°C) at which I ball touches the bottom plate Temperature (°C) at which II ball touches the bottom plate Final Softening Point Temperature RESULT: The softening point value of given bitumen sample is ________0°C and grade of bitumen is________. PRECAUTIONS a) Only freshly boiled distilled water shall be used in the test, as otherwise air bubbles may form on the specimen and affect the accuracy of the results. b) The prescribed rate of heating shall be rigidly adhered to for ensuring accuracy of results. c) A sheet of filter paper or thin amalgamated sheet, placed on the bottom of the glass vessel and conveniently weighed would prevent the material from sticking to the glass vessel, and considerable time and trouble in cleaning would thereby be saved. COMMENTS: Test results shall not differ from the mean by more than the following: Softening Point Repeatability Reproducibility °C °C °C 40 to 60

1.0

5.5

61 to 80

1.5

5.5

81 to 100

2.0

5.5

101 to 120

2.5

5.5

121 to 140

3.0

5.5

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CE691: Highway Engineering Lab NAME OF THE EXPERIMENT:

Experiment No: LOSS ON HEATING

AIM OF THE EXPERIMENT: To determine the loss on heating of asphaltic bitumen. THEORY: The loss in weight (exclusive of water) of oil of a bituminous material when heated to a standard temperature and under specified conditions. REFERENCE CODES: IS: 1212- 1978 APPARATUS USED:  Oven - A double-walled chamber, rectangular in form, interior dimensions not being less than 292 mm in height from the top of the heating element to the top of the chamber and not less than 298 mm in width and depth.  Perforated Metal Shelf - A perforated metal shelf approximately 250 mm in diameter  Thermometer - with temperature range 155 to 170°C  Container - of metal or glass, cylindrical in shape with a flat bottom and with internal diameter 55 mm and internal depth 35 mm.

PROCEDURE: a) Stir and agitate thoroughly the material as received, warming, if necessary, to ensure a complete mixture before a portion is removed for the test. b) Heat the container in an oven at 100 to 110°C for 30 minutes cool and weigh. Weigh into the container 50.0 ± 0.5 g of the material correct to the nearest 0.01 g. c) Bring the oven to a temperature of 163 ± 1°C and place the sample contamer m the revolving shelf near the circumference or in one of the recesses if the recommended shelf is used. Close the oven and rotate the shelf during the entire test at a rate of 5 to 6 rev/min. the temperature being maintained at 163 ± 1°C for 5 h after the sample has been introduced and the oven has again reached the temperature. d) The 5 hour period shall start when the temperature reaches 162°C and in no case shall the total time. During which the sample is in the oven. be more than 5 hours 15 minutes. At the end of the specified heating period. Remove the containers, cool to room temperature and weigh to 0.01 g. e) In ordinary circumstances, a number of samples having about the same degree of volatility may be tested at the same time, but samples varying greatly in volatility shall be tested separately. However when extreme accuracy is required only one material that is two containers shall be placed in the oven at one time. f) When the penetration of the sample after heating is to be determined, melt the residue in the container at the lowest possible temperature and thoroughly mix it by stirring, taking care to avoid incorporating air bubbles in the material. Pour the residue into the container specified under 3.1 of IS: 1203·1978 and from the pouring stags follow the procedure as described under 4.1 of IS: 12031978. Department of Civil Engineering Supreme Knowledge Foundation Group of Institutions, Mankundu

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CE691: Highway Engineering Lab

Experiment No:

OBSERVAIONS AND CALCULATIONS:

Sample No.

Weight of Container

Weight of Sample before heating

Weight of sample after heating

Weight Loss

Loss on Heating (%)

Average Value

RESULT: The loss on heating of asphaltic bitumen is _______________________. PRECAUTIONS a) Conduct the loss on heating test in duplicate. b) Determine the water content of the sample in accordance with the method for determination of water content specified in IS : 1211-1978*. c) If the sample contains water, test it in that condition. d) Reject the tests during which samples show evidence of loss by foaming. COMMENTS: Results of duplicate tests shall not differ by more than the following Loss on Heating Percent

Repeatability

Reproducibility

0 to 0.5

0.1

0.2

0.5 to 1.0

0.2

0.4

1.0 to 2.0

0.3

0.6

Above 2.0

10 percent of mean

20 percent of mean

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CE691: Highway Engineering Lab

Experiment No:

NAME OF THE EXPERIMENT:

FLASH & FIRE POINT TEST.

AIM OF THE EXPERIMENT: To determine the flash and fire point of a given bituminous material. THEORY: Flash and Fire point test is a safety test conducted on a bituminous material so that it gives an indication of the critical temperature at and above where precautions should be taken to eliminate fire hazards during its applications. Bituminous materials leave out volatiles at high temperature depending upon their grade. These volatile vapors catch fire causing a flash. This condition is very hazardous and it is therefore essential to qualify this temperature for each bitumen grade, so that the paving engineers may restrict the mixing or application temperature well within the limits. Flash Point: “The flash point of a material is the lowest temperature at which the vapour of substance momentarily takes fire in the form of a flash under specified conditions of test”. Fire Point: “The fire point is the lowest temperature at which the material gets ignited and burns under specified condition of test”. REFERENCE CODES: IS: 1209- 1978 APPARATUS USED:  Pensky-Martens closed cup tester  Thermometer

 

Heating source Flame exposure.

PROCEDURE: a) All parts of the cup are cleaned and dried thoroughly before the test is started. b) The material is filled in the cup upto a mark. The lid is placed to close the cup in a closed system. All accessories including thermometer of the specified range are suitably fixed. c) The bitumen sample is then heated. The test flame is lit and adjusted in such a way that the size of a bed is of 4mm diameter. The heating of sample is done at a rate of 5° to 6°C per minute. During heating the sample the stirring is done at a rate of approximately 60 revolutions per minute. d) The test flame is applied at intervals depending upon the expected flash and fire points and corresponding temperatures at which the material shows the sign of flash and fire are noted. OBSERVATION AND CALCULATION: Test

1

Trials 2

3

Mean Value

Flash Point Fire Point RESULT: The temperature at which the flame application that causes a bright flash (Flash Point) ______________°C and temperature at which the sample catches fire (Fire Point) ______________°C. PRECAUTIONS: a) The test-flame will neither be larger than stipulated nor will it be applied more frequently than specified as the surface layer is liable to be superheated. b) The bluish halo that sometimes surrounds the test-flame shall not be confused with the true flash. COMMENTS: The duplicate test results should not differ by more than the following: Flash Point 104°C and below Above 104°C

Repeatability 2°C 5.5°C

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Reproducibility 3.5°C 8.5°C Signature

CE691: Highway Engineering Lab NAME OF THE EXPERIMENT: BY MARSHALL METHOD.

Experiment No: MARSHALL STABILITY TEST AND BITUMINOUS MIX DESIGN

AIM OF THE EXPERIMENT:  To determine the Marshall stability of bituminous mixture  To determine the optimum binder content of given bituminous mix by Marshall Method of Mix Design. THEORY: Bituminous mixes are used in the surface course of road and airfield pavements. The desirable bituminous mix properties include stability, density, durability, flexibility, resistance to skidding and workability during construction. Stability is defined as resistance of the paving mix to deformation under load and is thus a stress level which causes strain depending upon anticipated field conditions. Stability is function of friction and cohesion. Durability is defined as the resistance of the mix against weathering which causes hardening and this depends upon loss of volatiles and oxidation. In this method the resistance to plastic deformation of cylindrical specimen of bituminous mixture is measured when the same is loaded at the periphery at 5 cm per minute. This test procedure is used in designing and evaluating bituminous paving mixes. ASTM vide designation D 1559-62 T has standardized the test procedure. REFERENCE CODES: ASTM D 1559-62 T. APPARATUS USED:  Mould Assembly  Sample Extractor  Compaction Pedestal and Hammer  Breaking Head  Loading Machine

   

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Flow Meter Thermometers Water Bath Oven.

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CE691: Highway Engineering Lab

Experiment No:

PROCEDURE: a) The coarse aggregates, fine aggregates and mineral filler material should be proportioned and mixed in such a way that final mix after blending has the gradation within the specified range. b) Approximately 1200 gms of aggregates and filler are taken and heated to a temperature of 175° to 190° C. c) The compaction mould assembly and rammer are cleaned and kept pre-heated to a temperature of 100°C to 145°C. The bitumen is heated to temperature of 121 ° to 138° C and the required quantity of first trail percentage of bitumen is added to the heated aggregate and thoroughly mixed using a mechanical mixer or by hand mixing with trowel. d) Then the mix is heated and a temperature of 150° to 160°C is maintained and then the mix is transferred into the pre-heated mould. e) Compact by giving 75 blows on the top side of the specimen mix with a standard hammer (45cm, 4.86kg). Reverse the specimen and give 75 blows again. Take the mould with the specimen and cool it for a few minutes. f) The specific gravity values of different aggregates, filler and bitumen used are determined first. The theoretical specific gravity of the mix is determined. g) Remove the specimen from the mould by gentle pushing. Soon after the compacted bituminous mix specimens have cooled to room temperature, the weight, average thickness and diameter of the specimen are noted. The specimens are weighed in air and then in water. h) The bulk density value of the specimen is calculated from weight and volume. i) Then the specimen to be tested are kept immersed under water in a thermostatically controlled water bath maintained at 60° ± 1 ° C for 30 to 40 minutes. j) The specimens are taken out one by one. It is then placed in the Marshall Stability testing machine and loaded at a constant rate of deformation of 5 cm/min until failure. The total maximum load in KN (that causes failure of the specimen) is taken as Marshall Stability. The stability value so obtained is corrected for volume (Table 2). The total amount of deformation in units of 0.25 mm that occurs at maximum load is recorded as Flow Value. The total time between removing the specimen from the bath and completion of the test should not exceed 30 seconds. k) Thus the Marshall Stability value and flow value are noted down.

Table 2: Correction factors for Marshall Stability values

OBSERVATION AND CALCULATION: Weight of mix in air, = Weight of mix in water, = Bulk Specific Gravity,

=

Theoretical Specific Gravity,

=

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CE691: Highway Engineering Lab Bitumen % by volume = Air voids %

=

Experiment No:

×

=

Voids in Mineral Aggregates (VMA) = Vv + Vb

Bitumen by Vol. (%)

Theoritical

Bulk

Specific Gravity Vol. of Mix (Wm - Ww )

In Water (Ww)

Weight (gm) In air (Wm)

Thickness (mm)

Bitumen Content %

Sample. No.

Voids filled with bitumen (VFB) =

1. 2. 3. 4. 5. 6.

Corrected

Measured

Proving Ring

Unit Weight of the mix (g/cc)

Stability Filled with bitumen (VFB)

Mineral Aggregates (VMA)

Air

Sample. No.

Voids

Flow Value

1. 2. 3. 4. 5. 6. Department of Civil Engineering Supreme Knowledge Foundation Group of Institutions, Mankundu

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CE691: Highway Engineering Lab

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GRAPH: The average values of each of the above properties are found for each mix with the different bitumen contents. Graphs are plotted with the bitumen content on the X- axis and the following values on the Yaxis.  Marshall stability  Flow Value  Unit Weight  Percent Air Voids (Vv)  Percent Filled With Bitumen (VFB) The optimum binder content for the mix design is found by taking the average value of the following three bitumen contents found from the graphs of the test results. (i) Bitumen content corresponding to maximum stability (ii) Bitumen content corresponding to maximum unit weight (iii) Bitumen content corresponding to specified percent air voids in the total mix. Thus where,

B optimum = B1 + B2 + B3 B optimum = optimum Bitumen content. B1 = % asphalt content at maximum unit weight. B2 = % asphalt content at maximum stability. B3 = % asphalt content at specified percent air voids in the total mix.

RESULT: The optimum binder content of the given mix is ________________. COMMENTS: Marshall Mix design specification for bituminous concrete

If the mix design for the optimum binder content does not satisfy all the requirements of specifications it is necessary to adjust the original blend of aggregates. The trial mixes can be adjusted by using the following guidelines.  If low voids: The voids can be increased by adding more coarse aggregates.  If high voids: Increase the amount of mineral filler in the mix.  If low stability: This condition suggests low quality of aggregates. The quality of aggregates should be improved. (Use different aggregate or use cement coated aggregate).

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