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of 54
Prepared by:
Dr. Krishna Prapoorna Biligiri Senior Research Scientist
Patil K. S., Suraj M. S., Sumit Jain
Postgraduate Research Interns
VTI ADVANCED PAVEMENT ENGINEERING
LABORATORY MANUAL
Center for infrastructure, Sustainable Transportation and Urban Planning
Indian Institute of Science, Bangalore, Karnataka 560012, INDIA
CiSTUP, IISc Advanced Pavement Engineering Laboratory
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TABLE OF CONTENTS
Page
1. SIEVE ANALYSIS..............................................................................................................6
2. DENSITY DETERMINATION BY PYCNOMETER ..........................................................9
3. SPECIFIC GRAVITY AND WATER ABSORPTION TEST ............................................ 11
4. FLAKINESS INDEX TEST ............................................................................................... 14
5. ELONGATION INDEX TEST .......................................................................................... 16
6. LOS ANGELES ABRASION TEST .................................................................................. 18
7. SPECIFIC GRAVITY OF BITUMEN ............................................................................... 21
8. PENETRATION TEST ...................................................................................................... 23
9. DUCTILITY TEST ............................................................................................................ 25
10. SOFTENING POINT TEST ........................................................................................... 28
11. FLASH & FIRE POINT TEST ....................................................................................... 30
12. DETERMINATION OF BINDER CONTENT FOR ASPHALT MIX ............................ 32
13. BITUMINOUS MIX DESIGN BY MARSHALL METHOD ......................................... 35
14. SUPERPAVE GYRATORY COMPACTOR (SGC) ....................................................... 44
15. DYNAMIC CONE PENETROMETER .......................................................................... 47
16. BENKELMAN BEAM DEFLECTION MEASUREMENTS .......................................... 50
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LIST OF TABLES
Page
Table 1.1: Grain Size Distribution ...............................................................................................8
Table 3.1: Specific Gravity and Water Absorption Calculations ................................................ 13
Table 4.1: Dimensions of Thickness and Length Gauges ........................................................... 15
Table 5.1: Dimensions of Thickness and Length Gauges ........................................................... 17
Table 6.1: Grading of test samples ............................................................................................ 20
Table 6.2: Selection of Abrasive Charge.................................................................................... 20
Table 7.1: Specific Gravity Calculation ..................................................................................... 22
Table 8.1: Penetration values of the sample ............................................................................... 24
Table 9.1: Ductility values of the sample ................................................................................... 26
Table 12.1: Binder content calculation ...................................................................................... 34
Table 13.1: Correction Factors .................................................................................................. 41
Table 13.2: Aggregate Specifications ........................................................................................ 42
Table 13.3: Specifications for Marshall Properties..................................................................... 42
Table 14.1: AASHTO R 35 Superpave Gyratory Compaction Effort ........................................ 46
Table 15.1: DCP Testing ........................................................................................................... 49
Table 16.1: Calculation of Rebound Deflection ......................................................................... 53
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LIST OF FIGURES
Page
Figure 1.1: Balance ..................................................................................................................5
Figure 1.2: IS Sieves ..................................................................................................................6
Figure 1.4: Grain Size Distribution Semi Log Plot ....................................................................7
Figure 2.1: Pycnometer ............................................................................................................8
Figure 2.2: Balance ............................................................................................................9
Figure 4.1: Thickness Gauge ..................................................................................................... 14
Figure 5.1: Length Gauge .......................................................................................................... 16
Figure 6.2: Oven .................................................................................................................... 17
Figure 6.3: Los Angeles Machine .............................................................................................. 18
Figure 7.1: Specific Gravity Bottle ............................................................................................ 21
Figure 8.1: Standard Penetrometer ......................................................................................... 22
Figure 8.2:PenetrometerNeedle ......................................................................................... 23
Figure 9.1: Ductility Testing Machine .................................................................................... 24
Figure 9.2: Standard Briquette Mould .................................................................................... 25
Figure 10.1: Ring and Ball Apparatus .................................................................................... 27
Figure 10.2: Thermometer .................................................................................... 28
Figure 11.1:Cleveland apparatus ............................................................................................... 30
Figure 12.1: Binder Centrifuge Extractor ............................................................................... 31
Figure 12.2: Precision Balance ............................................................................... 32
Figure 13.2: Sample Extractor ............................................................................................... 35
Figure 13.3: Loading Machine ............................................................................................... 36
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Figure 13.4: Oven .................................................................................................................. 35
Figure 13.5: Compaction Pedestal and Hammer ........................................................................ 36
Figure 15.1: Dynamic Cone Penetrometer ................................................................................. 47
Figure 16.1: Benkelman Beam .................................................................................................. 50
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1. SIEVE ANALYSIS (IS: 2720 (Part 4) 1985, ASTM D75 92, 1992)
OBJECTIVE
To determine the gradation or distribution of aggregate particle sizes within a given sample
APPARATUS
Balance: sensitive to 0.1 percent of the weight of sample to be weighed.
Sieves: 20 cm diameter and 5 cm height; provided with screens, top lid and bottom pan.
Rubber Pestle and Mortar
Mechanical Rotary Sieve Shaker
Figure 1.1: Balance Figure 1.2: IS Sieves
Figure 1.3: Mechanical Sieve Shaker
Source: www.tradeindia.com
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PROCEDURE
1. Spread the given sample on a container and weigh the given sample.
2. Transfer the weighed sample to the top of the sieves. Cover the top sieve with the lid and
sieve on the rotary shaker for 10 minutes.
3. Collect the sample retained on each sieve carefully and weigh each sieve separately by
transferring to pre-weighed container.
4. Plot the semi-log graph of percent passing versus sieve size.
5. Determine Nominal Maximum Aggregate Size (NMAS) and maximum size of the
aggregates. The aggregate size distributions are classified as gap/skip graded, uniform
graded, well/dense graded, and open graded.
RESULTS
Maximum density gradation by Fuller.
P=100*(d/D)n
Where: P is the percentage of aggregates passing the sieve size d; D is the maximum aggregate
size in the gradation; and n is an exponent.
The range of n is 0.45 to 0.50 depending upon the shape of the aggregate. For maximum particle
density (spherical shape), n is 0.50. For pavement works, n is taken as 0.45 (air void
consideration).
Figure 1.4: Grain Size Distribution Semi Log Plot
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D10 = D30 = D60 =
Coefficient of Uniformity, Cu = D60 / D10 =
Coefficient of Curvature, Cc = (D30)2 / (D10x D60) =
NMAS: is one sieve size larger than the first size to retain more than 10 percent by weight of the
aggregates=
Maximum size of aggregate: is the smallest sieve through which 100 percent of the particles will
pass.
Table 1.1: Grain Size Distribution
Sieve size,
mm
Weight
retained, g
Cumulative weight
retained, g
Cumulative percentage
weight retained
Percent
passing
19.0
9.5
4.75
2.36
1.18
0.6
0.3
0.15
0.075
Pan
Total
DISCUSSION
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2. DENSITY DETERMINATION BY PYCNOMETER (IS 2386 (Part 3) 1963)
OBJECTIVE
To determine the density of the given aggregate sample using pycnometer
APPARATUS
Pycnometer
Balance
Figure 2.1: Pycnometer Figure 2.2: Balance
PROCEDURE
1) Determine the weight of the empty and dry pycnometer, designated as m0.
2) Fill about 1/3rd of pycnometer volume with aggregate and measure the weight m1.
3) Add water such that pycnometer as well as capillary holes are filled with water and
measure total weight m2.
4) Empty the pycnometer and fill it with distilled water only and measure the weight m3.
5) Calculate the weight of water, mH2O=m3 m0.
6) Calculate the weight of aggregate, mS = m1 - m0 and weight of added water
mH2O = m2 - m1.
7) Calculate aggregate volume VS and its density s as
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Vs = V - VH2O= (mH2O - mH2O) / H2O
s= ms/ Vs
Where: V : Volume of water that fills the empty pyconometer
VH2O :Volume of water weighing mH2O.
RESULTS
m0 m1 m2 m3 mH2O mS mH2O VS s
Density of the given aggregate sample = s
=
DISCUSSION
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3. SPECIFIC GRAVITY AND WATER ABSORPTION TEST (IS 2386 Part 3, 1963)
OBJECTIVE
To determine the specific gravity and water absorption of aggregates by using aggregate density
basket
APPARATUS
Aggregate density basket
Oven
A container for filling water and suspending the basket
Balance suitable for weighing of the sample container when suspended in water
A shallow tray and two dry absorbent clothes
Figure 3.1: Aggregate density basket Figure 3.2: Oven
Source: www.Indiamart.com
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PROCEDURE
1) Wash and drain 2 kg of the aggregate sample thoroughly to remove fines.
2) Place it in the aggregate density basket and immerse the basket in distilled water at a
temperature between 22 and 32 0C with a cover of at least 50 mm of water above the top
of the basket.
3) Remove the entrapped air by lifting the basket containing it 25 mm above the base of the
tank and allowing it to drop 25 times at a rate of about one drop per second.
4) Keep the basket and aggregate completely immersed in water for a period of 24 + 0.5
hours afterwards.
5) Weigh the basket and the sample (W1 g) while suspended in water at a temperature of 22
to 32 0C.
6) Remove the basket from water and allow it to drain for a few minutes.
7) Transfer the aggregates to one of the dry absorbent clothes.
8) Immerse the empty basket in water, jolt it for 25 times and weigh it in water (W2 g).
9) Surface dry the aggregates placed on the absorbent clothes completely using both the
clothes. 10 to 60 minutes drying may be needed.
Note: Do not expose the surface dried aggregates to direct sunlight or any other source of heat.
10) Weigh the surface dried aggregates (W3 g).
11) Place the aggregates in a shallow tray and keep in an oven maintained at a temperature of
110 0C for 24 hours.
12) Weigh the oven dried aggregates (W4 g).
Note: Carry out the test at least twice but not concurrently.
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RESULTS
Table 3.1: Specific Gravity and Water Absorption Calculations
No. W1
(g)
W2
(g)
W3
(g)
W4
(g)
Weight of
saturated
aggregate in
water, Ws=
W1-W2 (g)
Sp.
Gravity
= W4 /
(W3-Ws)
Apparent
Sp.
Gravity =
W4 / (W4-
Ws)
Water
Absorption(%)
= (W3-
W4)/W4X100
1
2
Specific Gravity of the aggregates =
Apparent Specific Gravity of the aggregates =
Water Absorption (%) =
DISCUSSION
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4. FLAKINESS INDEX TEST (IS 2386, 1963; BS 812, Part 3, 1975)
OBJECTIVE
To determine the Flakiness Index of the given aggregate sample
APPARATUS
A metal thickness gauge.
IS test sieves.
A balance accurate to 0.5% of mass of the test
sample.
Figure 4.1: Thickness Gauge
PROCEDURE
1) Carry out the sieve analysis using the sieves given in the Table 4.1.
2) Do not use the aggregate retained on 63mm and passing 6.3mm for the tests to be carried
out.
3) Then weigh each of the individual size fractions retained on the sieves, other than the 63
mm IS test sieve, and store them in separate trays. This weight is taken as M1.
4) Calculate the individual percentage retained on each of the various sieves and discard any
fraction of which the mass is 5% or less of mass M1. Record the remaining mass as M2.
5) Now select the thickness gauge appropriate to the size fraction as mentioned in the Table
4.1 and gauge each particle separately by hand.
6) Combine and weigh all the particles passing these gauges and note this weight as M3.
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Table 4.1: Dimensions of Thickness and Length Gauges
IS test Sieve size (mm)
Thickness Gauge
(mm)
Mass M1(g)
100% Passing
100% Retained
Thickness Gauge
63 50 33.9 +0.3
50 37.5 26.3+0.3
37.5 28 19.7+0.3
28 20 14.4+0.15
20 14 10.2+0.15
14 10 7.2+0.1
10 6.3 4.9+0.1
RESULTS
Sum of individual masses in trays = M1 (g) =
Sum of individual masses in trays as described above = M2 (g) =
Combined mass of aggregates passing gauges = M3 (g) =
Flakiness Index of the given Aggregate sample (%) = (M3/M2)*100
=
Note: If no fraction as a mass 5% or less than mass M1, then M1=M2(g)
DISCUSSION
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5. ELONGATION INDEX TEST
OBJECTIVE
To determine the Elongation Index of the given aggregate sample
APPARATUS
A metal length gauge.
IS test sieves as mentioned in Table 5.1
A balance accurate to 0.5% of mass of the test sample.
Figure 5.1: Length Gauge
PROCEDURE
1. Carry out the sieve analysis using the sieves given in Table 5.1.
2. Discard all aggregate retained on the 50.0 mm IS test sieve and all aggregate passing the 6.3
mm IS test sieves.
3. Weigh and store each of the individual size fractions retained on the other sieves in separate
trays with their size marked on the tray.
4. Sum the individual masses in the trays as M1 and calculate the individual percentages retained
on each of the various sieves. Discard any fraction whose mass is 5% or less of mass M1, and
record the remaining mass as M2.
5. Select the length (elongation) gauge appropriate to the size fraction as mentioned in the Table
5.1 and gauge each particle separately by hand.
Note: Elongated particles are those whose greatest dimension prevents them from passing
through the gauge
6. Now combine and sum all these elongated samples and record their weight as M3.
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Table 5.1: Dimensions of Thickness and Length Gauges
BS test Sieve size (mm)
Length Gauge
(mm)
Mass M1(g)
100% Passing
100% Retained
Length Gauge
63 50 -
50 37.5 78.7+0.3
37.5 28 59.0+0.3
28 20 43.2+0.3
20 14 30.6+0.3
14 10 21.6+0.2
10 6.3 14.7+0.2
RESULTS
Sum of individual masses in trays = M1 (g) =
Sum of individual masses in trays as described above = M2 (g) =
Combined mass of Elongated Samples = M3 (g) =
Elongation Index of the given Aggregate Sample (%) = (M2/M3)*100 =
Note: If no fraction as a mass 5% or less than mass M1 then, M1=M2(g)
DISCUSSION
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6. LOS ANGELES ABRASION TEST (IS 2386 (part iv) - 1963, AASHTO T 96, ASTM C 131)
OBJECTIVE
To determine the Los Angeles abrasion value for given aggregate sample
APPARATUS
Los Angeles Abrasion Testing Machine
Abrasive Charge Cast iron or steel balls
Test sieve 1.70 mm IS sieve
Balance of capacity 10 kg
Oven
Tray Figure 6.1: Balance
Figure 6.2: Oven Figure 6.3: Los Angeles Machine
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PROCEDURE
The test sample consists of clean aggregates dried in oven at 105 110C. The sample should
conform to any of the grading shown in Table 6.1.
1) Select the grading to be used in the test such that it conforms to the grading being used in
the construction, to the maximum extent possible.
2) Take 5 kg of sample for grading A, B, C & D and 10 kg for grading E, F & G.
3) Choose the abrasive charge as per Table 6.2 depending on the grading of aggregates.
4) Place the aggregates and abrasive charge in the cylinder and fix the cover.
5) Rotate the machine at a speed of 30 33 revolutions per minute. The number of
revolutions is 500 for grading A, B, C & D and 1000 for grading E, F & G. The machine
should be balanced and driven such that there is uniform peripheral speed.
6) Stop the machine after desired number of revolutions and discharge material to a tray.
7) Sieve the entire material on tray through 1.70 mm IS sieve.
8) Weigh the material retained on 1.70 mm IS sieve correct to one gram.
RESULTS
Original weight of aggregate sample = W1 g
Weight of aggregate sample retained = W2 g
Weight passing 1.7mm IS sieve = W1 - W2 g
Los Angeles Abrasion Value = (W1 - W2) / W1 X 100
=
DISCUSSION
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Table 6.1: Grading of test samples
Sieve size Weight of test sample (g)
Passing
(mm)
Retained
on (mm) A B C D E F G
80 63 2500*
63 50 2500*
50 40 5000* 5000*
40 25 1250 5000* 5000*
25 20 1250 5000*
20 12.5 1250 2500
12.5 10 1250 2500
10 6.3 2500
6.3 4.75 2500
4.75 2.36 5000
*Tolerance of 12 percent permitted.
Table 6.2: Selection of Abrasive Charge
Grading No. of Steel balls Weight of charge (g)
A 12 5000 25
B 11 4584 25
C 8 3330 20
D 6 2500 15
E 12 5000 25
F 12 5000 25
G 12 5000 25
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7. SPECIFIC GRAVITY OF BITUMEN (IS: 1202 1978; AASHTO T209-11, 2011; ASTM D 2041-11, 2011)
OBJECTIVE
To determine the specific gravity of a given bitumen sample
APPARATUS
Specific gravity bottles of 50ml capacity
Water bath
Bath thermometer Range 0 to 44oC, Graduation 0.2oC
Figure 7.1: Specific Gravity Bottle
PROCEDURE
1) At first, clean, dry and weigh the specific gravity bottle along with the stopper and this
weight is taken as Weight A.
2) Now fill the specific gravity bottle with freshly boiled distilled water and slot in the
stopper firmly.
3) Keep this bottle is kept in the water bath having a temperature of 27.0 + 1oC for not less
than half an hour and its weight is taken as Weight B.
4) Weigh the specific gravity bottle about half-filled with bitumen and weigh it. This is
noted as Weight C.
5) Now pour the distilled water to remaining half portion of the above bottle filled with
bitumen and note the weight as Weight D.
6) Repeat the above experiment one more time.
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RESULTS
Table 7.1: Specific Gravity Calculation
Grade of Bitumen:
A (g) B (g) C (g) D (g) Specific Gravity =(C-A )/[(B-A)-(D-C)]
Test 1
Test 2
Specific gravity of the given bitumen Sample= Average specific Gravity of both the test results
=
DISCUSSION
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8. PENETRATION TEST (IS: 1203: 1978, BS 1426: 2000, ASTM D5 97, 1997)
OBJECTIVE
To determine the penetration of a given sample of bitumen
APPARATUS
Standard Penetrometer
Water bath
Bath thermometer Range 0 to 44oC, Graduation 0.2oC
Figure 8.1: Standard Penetrometer Figure 8.2:PenetrometerNeedle
PROCEDURE
1) Soften the bitumen above the softening point by heating it between 75 and 100 oC.
2) Remove air bubbles and water by stirring the softened sample thoroughly.
3) Make sure bitumen should be just sufficient to fill the container to a depth of at least
15mm in excess of the expected penetration.
4) Cool the bitumen sample at an atmospheric temperature of 15 to 30 oC for 1.5 hours.
5) After that place it in a transfer dish in the water bath at 25 + 0.1 oC for 1.5 hours.
6) Keep the container on the stand of the penetration apparatus and adjust the needle such
that it makes contact with the surface of the sample.
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7) Adjust the dial gauge reading to zero.
8) Release the needle for exactly 5 seconds and then record the dial gauge reading expressed
in tenths of a millimeter.
9) Repeat the above procedure three times.
RESULTS
Table 8.1: Penetration values of the sample
Grade of bitumen:
No. Dial gauge reading Penetration value (0.1 mm)
1
2
3
Final Penetration Value (mm) = Average of the three readings
=
DISCUSSION
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9. DUCTILITY TEST (IS: 1208 1978;ASTM D113-07, 2007; AASHTO T51-08, 2008)
OBJECTIVE
To determine the ductility of a given sample of bitumen
APPARATUS
Standard briquette mould
Water bath
Testing machine
Thermometer Range 0 to 44oC, Graduation 0.2oC
Figure 9.1: Ductility Testing Machine Figure 9.2: Standard Briquette Mould
PROCEDURE
1) Heat the bituminous material to be tested to a temperature of 75 to 100oC above the
approximate softening point until it becomes thoroughly fluid.
2) Assemble the mould on a brass plate (Figure 9.2).
3) 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 to prevent the material under
test from sticking to the surface.
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4) Pour the material in a thin stream back and forth from end to end of the mould until it is
more than level full.
5) 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.
6) Now, remove the excess bitumen by means of a hot, straight-edged putty knife or spatula
to make the mould just level full.
7) Place the brass plate and mould with briquette specimen in the water bath at the specified
temperature for about 85 to 95 minutes.
8) Remove the briquette from the plate; detach the side pieces and the briquette
immediately.
9) 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.
10) Measure the distance in cm at which the rupture occurs.
Note: 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.
RESULTS
Table 9.1: Ductility values of the sample
Grade of Bitumen -
No. Ductility (cm)
1
2
3
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Note: 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.
If the values of the three determinations do not lie within 0.5 percent of their mean, but the two
higher values are within 0.5 percent of their mean, then record the mean of the two higher
values as the test result.
Ductility (cm) = Average of the three readings
=
DISCUSSION
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10. SOFTENING POINT TEST (IS: 1205, BS2000-58, ASTM D36-95, 1995, AASHTOT53-06, 2006)
OBJECTIVE
To determine the softening point of a given bitumen sample
APPARATUS
Ring and ball apparatus
Thermometer -Low Range : -2 to 80oC, Graduation 0.2oC
-High Range: 30 to 200oC, Graduation 0.5
oC
Figure 10.1: Ring and Ball Apparatus Figure 10.2: Thermometer
PROCEDURE
Preparation of sample
1) Fill the ring with the sample. Cut off the excess sample by a knife.
2) Heat the material between 75 and 100oC. Remove air bubbles and water by stirring it and
then, filter it through IS Sieve 30, if necessary.
3) Heat the rings and apply glycerin.
4) Now fill the material in rings and cool it for 30 minutes.
5) Use a warmed, sharp knife to remove the excess material.
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For Materials of softening point below 80oC
6) Assemble the apparatus with the rings, thermometer and ball guides in position.
7) Fill the beaker with boiled distilled water at a temperature 5.0 0.5 oC per minute.
8) With the help of a stirrer, stir the liquid and apply heat to the beaker at a temperature of
5.0 0.5 oC per minute.
9) Apply heat until the material softens and allow the ball to pass through the ring.
10) Record the temperature at which the ball touches the bottom, which is nothing but the
softening point of that material.
For Materials of softening point above 80 oC
The procedure is the same as described above. The only difference is that instead of water,
glycerin is used and the starting temperature of the test is 35 oC.
RESULTS
Softening point (oC) = the temperature at which the ball touches the bottom
=
DISCUSSION
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11. FLASH & FIRE POINT TEST (IS: 1205, BS2000-58, 1958, ASTM D36-95, 1995, AASHTO T53-06, 2006)
OBJECTIVE
To determine the Flash & Fire point test of a given bitumen sample
APPARATUS
Cleaveland apparatus
Thermometer-Low Range: -7 to 110 oC, Graduation 0.5 oC
-High Range: 90 to 370 oC, Graduation 2
oC
Figure 11.1:Cleveland apparatus
PROCEDURE
Note: Bitumen is just sufficient to fill the cup up to the mark given on it.
Flash Point
1) Heat the bitumen between 75 and 100 oC & remove the air bubbles and water by stirring
the sample.
2) Fill the cup with the bitumen to be tested up to the mark & place it on the bath. Fix the
open clip; insert the thermometer of high or low range as per requirement and also the
stirrer, to stir the sample.
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3) Light the test flame and supply heat at such a rate that the temperature increase, recorded
using a thermometer is neither less than 5oC nor more than 6
oC per minute.
4) Note the temperature at which first flash appears when test flame is bought close to the
surface of the material. This temperature is noted as Flash point temperature.
Note: Do not get confused with the bluish halo that sometimes surrounds the test flame with the
true flash.
Fire Point
5) After flash point is obtained, heating should be continued at such a rate that the increase
in temperature recorded by the thermometer is neither less than 5oC nor more than 6
oC
per minute.
6) Now light a test flame and adjust it so that it is of the size of a bead 4mm in diameter.
7) Finally note that thermometer at which the application of test flame causes the material to
ignite and burn for at least 5 seconds. This temperature is noted as Fire point temperature.
RESULTS
Flash point temperature (oC) =
Fire point temperature (oC) =
DISCUSSION
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12. DETERMINATION OF BINDER CONTENT FOR ASPHALT MIX
(IRC: SP 11 1988 (Appendix - 5), ASTM D 2172-95, 1995, AASHTO T 164-08, 2008)
OBJECTIVE
To determine the binder content in the asphalt mix by cold solvent extraction
APPARTUS
Binder Centrifuge Extractor
Balance of capacity 500 g and sensitivity 0.01 g
Thermostatically controlled oven with capacity up to 250oC
Beaker for collecting extracted material
Figure 12.1: Binder Centrifuge Extractor Figure 12.2: Precision Balance
PROCEDURE
1) Take a known weight (W1) of representative sample and place it in the bowl of extraction
apparatus.
2) Add benzene to the sample until it is completely submerged.
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3) Take a dry filter paper with weight (F1) and place it over the bowl of the extraction
apparatus containing the sample.
4) Clamp the cover of the bowl tightly.
5) Place a beaker under the drainpipe to collect the extract
6) Allow sufficient time (not more than an hour) for the solvent to disintegrate the sample
before running the centrifuge.
7) Run the centrifuge slowly and then gradually increase the speed to a maximum of 3600
rpm.
8) Maintain the same speed till the solvent ceases to flow from the drainpipe.
9) Run the centrifuge until the bitumen and benzene are drained out completely.
10) Stop the machine, remove the cover and add 200ml of benzene to the material in the
extraction bowl and the extraction is done in the same process as described above.
11) Repeat the same process not less than three times till the extraction is clear and not darker
than a light straw color.
12) Collect the material from the bowl of the extraction machine along with the filter paper
and dry it to constant weight in the oven at a temperature of 105 to 1100C and cool to
room temperature.
13) Weigh the material (W2) and the filter paper (F2) separately to an accuracy of 0.01 g.
RESULTS
W1 (W2 + W3)
Percentage of binder in the total mix = ---------------------- x 100
W1
W1 = Weight of sample taken
W2 = Weight of sample after extraction
W3 = Increased weight of filter paper (F2 F1)
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Table 12.1: Binder content calculation
Sample No. W1 (g) W2 (g) F1 (g) F2(g) W3 (g) Binder Content (%)
1
2
3
Final Binder Content (%) = Average of three samples
=
DISCUSSION
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13. BITUMINOUS MIX DESIGN BY MARSHALL METHOD (ASTM D1559, 1993)
OBJECTIVE
To determine optimum binder content of given bituminous mix by Marshall Method of Mix
Design
APPARATUS
Mould Assembly: Cylindrical moulds of 10 cm diameter and 7.5 cm height consisting of
a base plate and collar extension.
Sample Extractor
Compaction Pedestal and Hammer: Used to compact a specimen by 4.54 kg weight with
45.7 cm height of fall.
Breaking Head: Used to test the specimen by applying a load on its periphery
perpendicular to its axis in a loading machine of 5 tones capacity at a rate of 5 cm/min.
Loading Machine: Measures the maximum load supported by the test specimen at a
loading rate of 50.8 mm/min at 60 0C.
Flow Meter: An attached dial gauge measuring the flow value as a result of the loading in
0.25 mm increments.
Thermometers
Water Bath
Oven
Figure 13.1: Mould Assembly
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Figure 13.2: Sample Extractor Figure 13.3: Loading Machine
Figure 13.4: Oven Figure 13.5: Compaction Pedestal and Hammer
PROCEDURE
In the Marshall test method of mix design three compacted samples are prepared for each binder
content. At least four binder contents are to be tested to get the optimum binder content.
1) Prepare a mix of coarse aggregates, fine aggregates and mineral filler material in such a
proportion that final mix after blending has the graduation within the specified range
(Table 13.2).
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2) Take approximately 1200 grams of aggregates and filler, and heat them to a temperature
of 175 to 195 0C.
3) Clean the compaction mould assembly and rammer, and heat to a temperature of 100 to
145 0C. Heat the bitumen to a temperature of 121 to 138
0C and add the required quantity
of first trial percentage of bitumen to the heated aggregate and thoroughly mix using a
mechanical mixer or by hand mixing with trowel.
4) Then heat the mix at a temperature of 150to 160 0C.
5) Transfer the mix into the pre-heated mould and compact it by giving seventy five blows
on each side.
6) Soon after the compacted bituminous mix specimens have cooled to room temperature,
take the sample out of the mould using the sample extractor and measure the weight,
average thickness and diameter of the specimen. Weigh the specimens in air and then in
water.
7) Determine the theoretical specific gravity of the mix using the known specific gravity
values of different aggregates, filler and bitumen.
8) Calculate the bulk density value of the specimen from weight and volume.
9) Then immerse the specimen to be tested under water in a thermostatically controlled
water bath maintained at 60 10C for 30 to 40 minutes.
10) Take out the specimens from the water bath and place them in the Marshall loading
machine to measure the marshal stability and flow values.
11) If the average height of the specimen is not exactly 63.5mm, then correct the Marshall
Stability value of each specimen by applying the appropriate correction factor (Table 1).
12) Plot five graphs with values of bitumen content against the values of density, Marshall
Stability, voids in mineral aggregates(VMA), flow value and voids filled by
bitumen(VFB).
13) Let the bitumen contents corresponding to maximum density be B1, corresponding to
maximum stability be B2 and that corresponding to the specified voids content (at 4.0%)
be B3. Then the optimum bitumen content for mix design is given by:
Bo= (B1+B2+B3)/3.
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RESULTS
The optimum Bitumen Content of the given mix, Bo =
=
DISCUSSION
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Data Sheet 1
Specification for Aggregate Selection
No. Sieve size (Passing)
Specificatio
n Range
(%) Pass
Our
Selection
%
Retained
Sample Wt.
(g)
0 25.0 mm to 19.0 mm 100
1 19.0 mm to 12.5 mm 66 95
2 12.5 mm to 9.5 mm 54 88
3 9.5 mm to 4.75 mm 37 70
4 4.75 mm to 2.36 mm 26 52
5 2.36 mm to 1.18 mm 18 40
6 1.18 mm to 600 m 13 30
7 600 m to 300 m 8 23
8 300 m to 150 m 6 16
9 150 m to 75 m 4 10
10 < 75 m (filler) Pan 0
Total wt. = 1200 g
% of Total
Aggregate
Coarse Aggregate =
Fine Aggregate =
Filler (Agg. dust) =
% Bitumen Wt. of bitumen
Specific
Gravity
Coarse Aggregate
Fine Aggregate
Filler
Bitumen
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Data Sheet 2
Aggregate grading type :
Mixing temp. oC :
Grade of Bitumen :
No. of blows :
Compaction temperature :
% Asphalt by
Weight of
Total
Aggregate
Mix
Weight of specimen (g) Gbcm Stability Flow
In Air In Water
1 2 3 1 2 3 1 2 3 1 2 3 1 2 3
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Data Sheet 3
Asphalt % by
weight of Total
Aggregate Mix
Gbcm Volume Gbam Gmp VMA Pav
Stability
Flow Obs. Corr.
Table 13.1: Correction Factors
Volume of
Specimen
(cm3)
Thickness
of
Specimen
(mm)
Correction
Factor
457 470 57.1 1.19
471 482 68.7 1.14
483 495 60.3 1.09
496 508 61.9 1.04
509 522 63.5 1
523 535 65.1 0.96
536 546 66.7 0.93
547 559 68.3 0.89
560 573 69.9 0.86
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Table 13.2: Aggregate Specifications
Table 13.3: Specifications for Marshall Properties
Sieve Size
(mm)
Percent by Passing Weight
Type 1
Base course
Type 2
Binder or
leveling
course
Type 3
Wearing
course
37.5 100 25 72 100 100 19 60 - 89 82 - 100 100
12.5 46 - 76 60 - 84 66 95
9.5 40 - 67 49 - 74 54 88
4.75 30 - 54 32 - 58 37 70
2.36 22 - 43 23 - 45 26 52
1.18 15 - 36 16 - 34 18 40
0.6 10 28 12 25 13 30
0.3 6 22 8 20 8 23
0.15 4 14 5 13 6 16
0.075 2 8 4 7 4 10
Asphalt
cement (% by
weight of
total
aggregate)
3.5 - 5.0 4.0 - 6.5 4.5 - 6.5
Description
Type 1 Base course Type 2 Binder or
leveling course
Type 3 Wearing
course
Min. Max. Min. Max. Min. Max.
Marshall specimens (ASTM D
1559) No. of comp. Blows, each
end of specimen
75 75 75
Stability, kg. 350 500 600 Flow, 0.25 mm 8 16 8 16 8 16
VMA 13 14 15 Air voids, % 3 8 3 8 4 6
Aggregate voids filled with
bitumen, % 60 80 65 85 70 85
Immersion compression
specimen (AASHTO T 165)
index of retained strength, %
70 70 70
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Figure 13.6: Typical plots for Marshall Test
Note: Refer to the textbook for examples
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14. SUPERPAVE GYRATORY COMPACTOR (SGC) (AASHTO T 312-11, 2011)
OBJECTIVE
To prepare specimens of hot mix asphalt (HMA) using the Superpave gyratory compactor to
determine the volumetric and mechanical properties of the mixture
APPARATUS
Superpave Gyratory Compactor (SGC) meeting the requirements of AASHTO T 312
Molds meeting the requirements of AASHTO T 312
Chute, mold funnel or both (Optional)
Scale meeting the requirements of AASHTO M 231 Class G 5
Oven, thermostatically controlled, capable of maintaining set temperature within 3C
Thermometers accurate to 1C between 10 and 232 C Note 1: Non-Contact thermometers are not acceptable.
Miscellaneous pans, spoons, spatulas, hot pads, gloves, paper discs, markers, etc.
Figure 14.1: Superpave gyratory compactor (SGC)
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PROCEDURE
1) Prepare the laboratory asphalt mixture by batching the aggregates, mixing in the proper
amount of binder, conditioning the prepared mixture approximately 4700 g to provide
enough material for a finished specimen height of 115 5 mm.
2) Turn on the power to compactor for the warm up period as recommended by the
manufacturer prior to the time the HMA is ready for compaction.
3) Check the settings of the compacter,
-Internal Angle: 1.16 0.02
-Ram Pressure: 600 18 kPa
-Number of gyrations: (From Table 14.1)
4) Preheat the mold, base plate, and funnel in an oven at 93 C for 30-60 minutes to prevent
the asphalt mix from sticking to molds during the compaction process and sticking in the
funnel during sample preparation.
5) Heat the asphalt mixture in an oven at 132 C. When the asphalt mixture reaches 132 C,
remove the heated mold and base plate from the oven and place a paper disk in the
bottom of the mold.
6) Mix the entire sample to be compacted with a heated spoon and then carefully put the
sample in a funnel. With the funnel, place all the mixture into the mold. With a heated
spoon or spatula level the mix in the mold and place a paper disk on the top.
7) Load the mold into the compactor and center the loading ram. Set the pressure, angle
setting, and gyrations per minute. Start the compactor and wait for the compaction
process to finish.
8) When completed, remove the mold assembly from the compactor. The specimens can be
removed immediately from the mold after compaction for most HMA mixes. In order to
insure the specimen does not get damaged, a cooling period of 5 to 10 minutes in front of
a fan may be necessary.
9) Remove the specimen with an extrusion jack. Remove the paper disks from the top and
bottom of the specimen.
Notes: Before testing, the gyratory compactor should be calibrated periodically for
pressure, height, angle, and rotation to make sure compactor is within specifications.
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RESULTS
Table 14.1: AASHTO R 35 Superpave Gyratory Compaction Effort
20-Year Design Traffic, ESALs
(millions)
NDesign(Number of Design
Gyrations)
< 0.3 50
0.3 to < 3 75
3 to < 10 100
10 to < 30 100
> 30 125
Number of Design Gyrations =
DISCUSSION
.
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15. DYNAMIC CONE PENETROMETER
OBJECTIVE
To measure the in-situ strength and thickness of soil layers underlying the bound pavement
layers
APPARATUS
Dynamic cone Penetrometer
Measuring scale
Figure 15.1: Dynamic Cone Penetrometer
PROCEDURE
1) Assemble the DCP by attaching the cone tip, connect upper and lower shafts.
2) Test the soil layer beneath a bound pavement layer by cutting a hole through the bound
pavement layer of at least 50mm in diameter.
3) Place the DCP on the test surface or insert DCP in the center of the hole and carryout
seating operation.
4) Establish a reference for reading the penetration of the shaft after each blow; do not
record penetration during seating operation.
5) Raise the hammer to its upper limit and allow it to fall freely without lifting the shaft.
Note: Be careful to not influence the drop by forcing the hammer down.
6) Record the reading and the blow count by reading the shaft to the nearest millimeter.
7) Repeat steps 5 and 6 until the cone is driven to the full depth of lower shaft, the total
penetration is less than 3mm for ten consecutive drops or the desired depth is reached.
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Note: Do not remove the DCP by forcefully striking the hammer against the handle. This will
damage the DCP.
RESULTS
The vertical movement of DCP cone produced by one drop of hammer,
Dynamic Penetration Index, DPI (mm/blow) = (PR2 PR1)/ (DN2 DN1)
=
Where, PR Penetration reading
Log10 (CBR) = 2.48-1.057 * Log10 (DPI)
CBR =
DISCUSSION
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Table 15.1: DCP Testing
Drop
Number
(DN)
Rod Reading
(mm)
Invert Reading
(mm)
Penetration Index
(mm/blow)
Estimated
CBR
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
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16. BENKELMAN BEAM DEFLECTION MEASUREMENTS (IS 2386 (Part IV) - 1963, BS 812, Part 3, 1975)
OBJECTIVE
To determine the rebound deflection of a pavement surface
APPARATUS
A Benkelman beam
Figure 16.1: Benkelman Beam
A truck or trailer with an rear axle load of 8170kg equally distributed on two dual tired
wheels
A tire pressure of 5.6 kg/cm2 for loading the pavement
A thermometer with a range of 0-6 C in 1 C divisions
A mandrel suitable for making a 100mm deep hole in the pavement for inserting the
thermometer
A can containing either glycerol or oil for filling the thermometer hole
PROCEDURE
Calibration of Benkelman Beam
1. Calibrate the Benkelman Beam so that to ensure that the dial gauge and beam are
working correctly. This is done as described below.
2. Place the beam and level it on a hard surface.
3. Place a metallic block of known thickness under the probe and read the dial gauge
reading.
4. If the beam is in order then the dial gauge reading would be half of that of the metallic
block otherwise the dial gauge is checked and replaced if necessary.
5. If the dial gauge is functioning correctly then the beam pivot is checked for smooth and
free movements.
6. Check the dial gauge spindle beneath the striking plate to ensure that it is tightly secured
and has not become grooved by the dial gauge stylus.
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Deflection measurements
Deflections shall be measured as follows:
1. Select a section of a road with preferable length not less than 1 km. In each of these
sections a minimum of 10 points are marked at equal distance to measure deflections in
the outer wheel path.
Note: For highway pavements following table should be referred to select the Test points.
The interval between the points should not be more than 50m in a lane. If for roads having more
than one lane, mark the points on adjacent lanes in a staggered fashion.
Lane Width
(Meters)
Distance from lane Edge
(Meters)
< 3.5 0.6
>3.5 0.9
Divided 4 lane Highway 1.5
If the highest or lowest deflection values in a group of ten differs from the mean by more
than one-third of mean then extra deflection measurements is made at 25m on either
side of point where high or low values are observed.
2. Center the dual wheels of the truck above the selected point.
3. The probe of the Benkelman beam is inserted between the duals and placed on the
selected points.
4. Release the locking device and adjust the rear of the beam so that the plunger is in
contact with the stem of the dial gauge.
5. Set the dial gauge at approximately 1 cm and record the initial reading when rate of
deformation of the pavement is equal or less than 0.025 mm per minute.
6. After initial reading is recorded, the truck is slowly driven a distance of 270 cm and
stopped.
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7. Now record the dial gauge reading with truck at the above mentioned position and note
that the recording is done when the rate of recovery of the pavement is equal to or less
than 0.025mm per minute.
8. Move the truck further by 9m.
9. Record the final reading when the rate of recovery of the pavement is equal to less than
0.025 mm per minute.
10. Also record the pavement temperature at least once every hour inserting thermometer in
the standard hole with the hole filled with glycerol.
Note: Check the tire pressure at an interval of 2-3 hours and adjust to the standards
RESULTS
If (Di Df) 0.025 mm
Actual deflection (XT) = 2 (Di Df)
=
If (Di - Df) > 0.025 mm,
Actual deflection (XT) = 2(Di Df) + 2.91 [2 (Df Di)]
=
1. Rebound Deflection= 2 x XT
=
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Table 16.1: Calculation of Rebound Deflection
Chainage
(m)
Pavement
Temperature,
(0C)
Initial
Reading(D0)
(mm)
Intermediate
Reading(Di)
(mm)
Final
Reading(Df)
(mm)
Rebound
Defection, x
(mm)
2. Mean deflection = x = x / n
=
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3. Standard deviation = = ( ( x x )2 / n-1)
=
4. Characteristic Deflection = Dc = x +
=
DISCUSSION