Transportation Engineering Lab Report Tests

Laboratory Report
Transportation Engineering – II Lab
Submitted By
Name: QAIM SHAH
Reg. Number: 18PWCIV4996
Roll number: 46
Section: B
Course Instructor
Engr. Hanifullah
Civil Engineering Department
University of Engineering & Technology, Peshawar,
Pakistan

Transportation Engineering – II (Lab) CE-
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Table of Contents
Experiment 1: Los Angeles abrasion test.......................................................................... 1
1.1 Theory and scope.................................................................................................... 1
1.2 Recommendation .................................................................................................... 1
1.3 Principle ................................................................................................................. 1
1.4 Standard references................................................................................................. 1
1.5 Objectives............................................................................................................... 2
1.6 Apparatus................................................................................................................ 2
1.7 Procedure................................................................................................................ 3
1.8 Observations and Calculations ................................................................................ 3
1.9 Results.................................................................................................................... 3
Experiment 2: Aggregate impact value test ...................................................................... 4
2.1 Theory .................................................................................................................... 4
2.2 Objectives............................................................................................................... 4
2.3 Principle ................................................................................................................. 4
2.4 Standards References.............................................................................................. 4
2.5 Apparatus................................................................................................................ 4
2.6 Recommendations by Indians Road Congress: ........................................................ 5
2.7 Procedure................................................................................................................ 5
2.8 Calculation.............................................................................................................. 5
Experiment 3: Aggregate crushing value test ................................................................... 6
3.1 Objectives............................................................................................................... 6
3.2 Theory and scope.................................................................................................... 6
3.3 Principle ................................................................................................................. 6
3.4 Standard.................................................................................................................. 6
3.5 Apparatus................................................................................................................ 6
3.6 Procedure................................................................................................................ 7
3.8 IS Standards............................................................................................................ 7
Experiment 4: Shape test (flakiness index)....................................................................... 8
4.1 Flakiness Index....................................................................................................... 8
4.2 Objectives............................................................................................................... 8
4.3 Theory and Scope ................................................................................................... 8

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4.4 Principle ................................................................................................................. 8
4.5 Standard.................................................................................................................. 8
4.6 Apparatus................................................................................................................ 8
4.7 Procedure................................................................................................................ 9
4.9 Results.................................................................................................................... 9
Experiment 5: Shape test (Elongation index).................................................................. 10
5.1 Elongation Index................................................................................................... 10
5.2 Objectives............................................................................................................. 10
5.3 Theory .................................................................................................................. 10
5.4 Principle ............................................................................................................... 10
5.5 Standard................................................................................................................ 10
5.6 Apparatus.............................................................................................................. 10
5.7 Procedure.............................................................................................................. 11
5.8 Observations and Calculations .............................................................................. 11
5.9 Results.................................................................................................................. 11
Experiment 6: Determine specific gravity and water absorption of aggregate................. 12
6.1 Specific gravity..................................................................................................... 12
6.2 Objectives............................................................................................................. 12
6.3 Standards .............................................................................................................. 12
6.4 Apparatus.............................................................................................................. 12
6.5 Procedure.............................................................................................................. 12
6.7 Readings............................................................................................................... 13
Experiment 7: California bearing ratio penetration test................................................... 14
7.1 Theory .................................................................................................................. 14
7.2 Objectives............................................................................................................. 14
7.3 Standards References............................................................................................ 14
7.4 Significance And Uses.......................................................................................... 14
7.5 Apparatus.............................................................................................................. 14
7.6 Observation and Calculations................................................................................ 16
Experiment 8: Penetration test on bituminous materials ................................................. 18
8.1 Background........................................................................................................... 18
8.2 Objectives............................................................................................................. 18
8.3 Standards References............................................................................................ 18

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8.4 Principle ............................................................................................................... 18
8.5 Significance and uses............................................................................................ 18
8.6 Selection of asphalt grades.................................................................................... 19
8.7 Apparatus.............................................................................................................. 19
8.8 Procedure.............................................................................................................. 20
8.9 Results.................................................................................................................. 20
Experiment 9: Standard test method for flash point and fire point .................................. 21
9.1 Flash Point............................................................................................................ 21
9.2 Fire Point.............................................................................................................. 21
9.3 Objectives............................................................................................................. 21
9.4 Standards Refences............................................................................................... 21
9.5 Theory and Scope ................................................................................................. 21
9.6 Significance and Uses ........................................................................................... 21
9.7 Apparatus.............................................................................................................. 22
9.8 Procedure.............................................................................................................. 22
Experiment 10: Standard test method for softening point of bitumen (ring and ball
apparatus) 23
10.1 Objectives ......................................................................................................... 23
10.2 Standard............................................................................................................ 23
10.3 Scope ................................................................................................................ 23
10.4 Significance And Use........................................................................................ 23
10.5 Apparatus.......................................................................................................... 23
10.6 Preparation of sample........................................................................................ 24
10.7 Procedure .......................................................................................................... 24
10.8 Summary of test ................................................................................................ 25
10.9 Observations and calculations............................................................................ 25
Experiment 11: Ductility test of bitumen.......................................................................... 26
11.1 Theory............................................................................................................... 26
11.2 Objectives ......................................................................................................... 26
11.3 Standards Refences............................................................................................ 26
11.4 Apparatus.......................................................................................................... 26
11.5 Procedure .......................................................................................................... 27
11.6 Observations and Calculations........................................................................... 27
Experiment 12: Bitumen content test ............................................................................... 28

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12.1 Background....................................................................................................... 28
12.2 Objectives ......................................................................................................... 28
12.3 Standards References......................................................................................... 28
12.4 Apparatus.......................................................................................................... 28
12.5 Procedure .......................................................................................................... 28
12.6 Observations and calculations............................................................................ 29
12.7 Results .............................................................................................................. 29
Experiment 13: Marshall stability and flow test ............................................................... 30
13.1 Background....................................................................................................... 30
13.2 Objectives ......................................................................................................... 30
13.3 Standards........................................................................................................... 30
13.4 Apparatus.......................................................................................................... 30
13.5 Procedure .......................................................................................................... 30
13.6 Observation and Calculations ............................................................................ 31

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Tables
Table 1.6-a: Sample Standard................................................................................................ 2
Table 1.8-a: Los Angeles Abrasion Value ............................................................................. 3
Table 4.8-a: Flakiness Index Value........................................................................................ 9
Table 5.8-a: Elongation Index Value ................................................................................... 11
Table 7.5-a: Minimum capacity of the loading machine requirement................................... 15
Table 7.6-a: For 65 blows.................................................................................................... 16
Table 8.9-a:REsults for Penetration test on bituminous materials......................................... 20
Table 9.9-a: Results of Standard test method for flash point and fire point........................... 22
Table 10.9-a: Results of Standard test method for softening point of bitumen...................... 25
Table 12.6-a: results of Bitumen content test....................................................................... 29
Figures
Figure 1.6-a: Los Angeles’s abrasion machine...................................................................... 2
Figure 2.5-a: Impact test machine.......................................................................................... 4
Figure 3.5-a: Compressions testing machine, Steel cylinder and square base plate plunger.... 7
Figure 4.6-a: IS Sieves, Weighting Balance and gauging trowel............................................ 9
Figure 5.6-a: Elongation Gauge........................................................................................... 11
Figure 7.5-a: Apparatus for California bearing ratio penetration test.................................... 15
Figure 7.6-a: Penetration vs Stress graph............................................................................. 17
Figure 8.7-a: Penetrometer .................................................................................................. 19
Figure 10.5-a: Ring and ball apparatus ................................................................................ 24
Figure 11.4-a: Standard mould ............................................................................................ 26
Figure 13.3-a:Marshall stability test apparatus..................................................................... 30

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Experiment 1: Los Angeles abrasion test
1.1 Theory and scope
Abrasion is the measure of resistance to wear and tear. It is an important parameter while
selecting road aggregates. As the traffic is continuously moving on the road due to which the
road surface is subjected to wearing actions at the top. The wheel of the traffic meets the road
surface cause abrasion.
The principle of Los Angeles abrasion test is to find the percentage wear due to the relative
rubbing action between the aggregates and steel balls. The aggregates also have impact with
the walls of cylinders and with the installed steel plate as well. Therefore, Los Angeles
Abrasion test is the most important to find the abrasion value.
Maximum Allowable Los Angeles Abrasion Values of Aggregates in Different types of
pavement layers as per Indian Road Congress (IRC) are: -
 For sub-base course a value of 60%.
 For base course such as WBM a value of 50%.
Abrasion is a measure of resistance to wear and tear. It is an important parameter while
selecting road aggregates, especially when used in wearing coarse.
Due to the movements of traffic, the road stones used in the surface course are subjected to
wearing actions at the top. When traffic moves on the road, the wheel comes in contact with
the road surface causes abrasion.
1.2 Recommendation
The abrasion test on aggregate is found as per I.S 2386, AASHTOO T96 and ASTM
C131/C131M. For surface course such as WBM, Bituminous Penetration Macadam, Built-Up
spray grout binder course and etc. a value of 40%.
If aggregates are used in surface course as bituminous carpet, bituminous surface dressing,
single or two coats, cement concrete surface course and etc. a value of 35%. If aggregates are
used for bituminous concrete, cement concrete pavement as surface coarse then aggregate
abrasion value is 30% maximum.
1.3 Principle
Abrasion test is carried out to tests the hardness of aggregate. The basic principle of
LosAngeles Abrasion test is to find the percentage wear due to the relative rubbing action
between the aggregate and the steel balls used as abrasive charge.
1.4 Standard references
The Los Angeles Abrasion test on aggregate is found as per,
 I.S 2386.
 AASHTOO T96.
 ASTM C131/C131M.

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1.5 Objectives
 The aim of this laboratory test is to determine:
 Aggregate abrasion value or
 Wear and tear of aggregates or
 Hardness of aggregates
1.6 Apparatus
 Los Angeles Machine (inside dia = 70 cm and length = 50 cm)
 I.S sieve with 1.7 mm opening (used after performing test)
 Other sieves, to classify aggregates on the basis of variation in sizes
 Weighing balance of 1 gm or better accuracy
 Metallic tray
 Abrasive charges made of steel/cast iron (48mm dia and 390-445gm).
Figure 1.6-a: Los Angeles’s abrasion machine
Table 1.6-a: Sample Standard
Passing Retaining A/12 B/11 C/8 D/6
1"-3/4" 1" 1250g
1" 3/4" 1250g
1/4" 1/4" 1250g 2500g
1/2" 3/8" 1250g 2500g
3/4" 1/4" 2500g
3/8" #4 2500g
1/4" #8 5000g

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1.7 Procedure
 Clean and dry aggregate (oven 105-110 o C for four hours) sample confirming to one
of the grading A to G is used for the test.
 Aggregates weighing 5 kg for grading A, B, C or D and 10 kg for grading E, F or G
may be taken as test specimen and placed in the machine.
 The abrasive charges are also chosen in accordance with the table and placed in the
cylinder of the machine, and cover is fixed to make dust tight. The machine is rotated
at a speed of 30 - 33 rpm.
 The machine is rotated for 500 revolutions for grading A, B, C and D, for grading E,
F and G, it shall be rotated for 1000 revolutions.
 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.
 The material is now passed through sieve 1.7mm and divided into two portions.
 Let the original weight of aggregate sample is W1 gm, weight of aggregate retained
on 1.70 mm I.S Sieve after the test is W2 gm.
 Los Angeles abrasion value % = ∗ 100
 Average value of two tests, to the nearest whole number is reported as aggregate
abrasion value.
1.8 Observations and Calculations
 The original weight of the aggregate sample is W1 gm.
 The weight of aggregate retained on 1.7mm I.S sieve is W2 gm.
 Los Angeles Abrasion Value % = ∗ 100
Table 1.8-a: Los Angeles Abrasion Value
S.No. W1(kg) W2(kg) Los Angeles Abrasion Value
(AAV)
1 5 4.338 18.9%
2 5 4.902 18.16%
Average
AAV
18.5%
1.9 Results
Average value of two tests, to the nearest whole number is reported as aggregate abrasion
value which is 18.5% from Table 1.8-a

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Experiment 2: Aggregate impact value test
2.1 Theory
As we have already discussed that the value of impact test shows the toughness of aggregates.
This toughness represents the capacity of any material to absorb energy. Greater the energy
absorbs by the material, lesser will be the A.I.V and stronger will be the material.
2.2 Objectives
With the help of this test performed in laboratory we can determine:
 Impact value of the road aggregates.
 Assess their suitability in road construction based on impact value.
2.3 Principle
The principle of this test is simple by fall freely a hammer of weight 13.5-14 kg on the
aggregate sample taken in the cylindrical steel cup.
2.4 Standards References
The impact test on aggregate is found as per,
 ASTMD8161- 17
 I.S 2386-4
2.5 Apparatus
1 . Impact Test Machine:
 Metallic base and a detachable cylindrical steel cup of 10.2cm diameter and
5cmdepth.
 Metal hammer of weight 13.5-14 kg and having lower end of diameter 10cm
and depth 5cm.
 Arrangement for raising hammer and to allow it to free fall between two
verticals guides from a height of 38cm on the test sample in the cylinder.
2 . Cylindrical steel measure having 7.5cm diameter 5cm depth for aggregate
measurement.
3 . Taping rod with a round end of 1cm in diameter and 23cm long.
4 . I.S. Sieves of sizes 12.5mm,10mm and 2.36mm
5 . Balance of capacity more than 500gm with 0.1gm accuracy.
Figure 2.5-a: Impact test machine

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2.6 Recommendations by Indians Road Congress:
 The maximum allowable aggregate Impact value for water bound Macadam; Sub
 Base coarse 50%.
 Whereas cement concrete used in base course is 45%.
 WBM base course with Bitumen surface in should be 40%.
 Bituminous Macadam base course should have Aggregate impact value of 35%.
 All the surface courses should possess an Aggregate impact value below 30%.
2.7 Procedure
 The test sample consists of aggregates passing 12.5mm sieve and retained on 10mm
sieve and dried in an oven for 4 hours at temperature of 100-110oC.
 The aggregates are filled up to about 1/3 full in cylindrical measure and tamped 25
times with rounded end of the tamping rod.
 The rest of the cylindrical measure is filled by two layers and each layer being tamped
25times.
 The aggregates which are overflowed on the surface in cylindrical measure is cut off
by straight edge.
 Then the entire aggregate sample in a measuring cylinder is weighted nearing 0.01gm
and taken as W1 gm.
 The aggregates from the cylindrical measure are then carefully transferred in to the
cup which is firmly fixed in position on the base plate of machine. It is then tamped
25 times.
 The hammer is raised until its lower end is at the height of 38cm above the upper
surface of aggregates in the cup and allowed to fall freely on the aggregates.
 The test sample is subjected to total 15 blows each delivered at interval not less than
1second.
 The crushed aggregate is than removed from the cup and the remaining is sieved
on2.36mm sieve until no significant amount passes. The fraction passing the sieve is
weighted accurate to 0.1gm.
 Repeat the above steps with another sample.
2.8 Calculation
 W1 gm is the original weight of oven dried sample.
 W2 gm is the weight of fraction passing through 2.36mm sieve.
Aggregate IV= (W2/W1) *100

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Experiment 3: Aggregate crushing value test
3.1 Objectives
 To determine the aggregate crushing value of coarse aggregate.
 Suitability of coarse aggregates for use in different type of road construction.
3.2 Theory and scope
The “aggregate crushing value” give a relative measure of the resistance of an aggregate to
crushing under gradually applied compressive load. Aggregates with lower crushing value
indicate a lower crushed fraction under load and would give a longer service life to the load
and hence a more economical performance. Weaker aggregates if used would get crushed
under traffic loads, would produce smaller pieces not coated with binder and these would be
easily loosened out resulting in loss of the surface. In short, the aggregates used in road
construction must be strong enough to withstand crushing under traffic.
3.3 Principle
The principle of this test is one of the major mechanical properties required in road stone.
The test evaluates the ability of the aggregates used in road construction to withstand the
stresses induced by moving vehicles in the form of crushing.
3.4 Standard
The aggregate crushing value test is found as per,
 IS- 2386 Part-4.
3.5 Apparatus
 Steel cylinder with open end.
 Square base plate plunger having a piston of diameter 15cm.
 Cylindrical measure having internal diameter of 11.5cm and height 18cm.
 Steel tamping rod with one end rounded having a diameter 0f 1.6cm and length 45to
60cm.
 Balance of capacity 3 kg and with accuracy up to 1g.
 Compressions testing machine capable of applying load of 40 tons at a uniform
loading rate of 4tons per minute.
 Sieve sizes 12.5mm, 10mm and 2.36mm are used according to Indian Standards.

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Figure 3.5-a: Compressions testing machine, Steel cylinder and square base plate plunger
3.6 Procedure
 Put the cylinder in position on the base plate and weigh it.
 Put the sample in 3 layers, each layer being subjected to 25 strokes using the tamping
rod. Care being taken in the case of weak materials not to break the particles and
weigh it as “W1 gm”.
 Level the surface of aggregate carefully and insert the plunger so that it rests
horizontally on the surface. Care being taken to ensure that the plunger does not jam
in the cylinder.
 Place the cylinder with plunger on the loading platform of the compression testing
machine.
 Apply load at a uniform rate of 4tons per minute so that a total load of 40KN is
applied.
 Release the load and remove the material from the cylinder.
 Sieve the material with 2.36mm IS sieve, care being taken to avoid loss of fines.
 Weigh the fraction passing through the IS sieve as “W2 gm”.
Aggregate Crushing Value= W2/W1*100.
3.8 IS Standards
As per IS standard,
1 . The value is higher when more percentage of aggregates crush and break into smaller
pieces which indicates the aggregates are of a lower quality.
2 . Aggregate crushing value < 45% for aggregates used for concrete for non- wearing
surfaces and <25% for wearing surfaces like runways and roadways.

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Experiment 4: Shape test (flakiness index)
4.1 Flakiness Index
The flakiness index of aggregate is the percentage of 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 6.3mm.
4.2 Objectives
 The flakiness index of a given aggregate sample.
4.3 Theory and Scope
The degree of packing and interlocking of aggregates particles depends on its size and shape.
Due to high surface area to volume ratio, the flaky and elongated particles lower the
workability of concrete mix. Flaky & elongated particles are considered undesirable for base
coarse construction as they may cause weakness with possibility of breaking or cracking
down under heavy loads.
4.4 Principle
Then principle of this test is that the particle shape of aggregate is determined by the
percentage of flaky and elongated particles contained in it. Flakiness and elongation tests are
carried on coarse aggregate to assess the shape of aggregate.
4.5 Standard
The flakiness index test is found as per,
 IS-2386 Part-1
4.6 Apparatus
 A metal plate approximately 0.0625 inches thick with slotted openings conforming to
the design and dimensions.
 Balance.
 Oven
Use the material retained on any of the following sieves: ¾”, ½”, 3/8”, ¼” or the#4 sieve and
has been placed into separate containers.

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Figure 4.6-a: IS Sieves, Weighting Balance and gauging trowel
4.7 Procedure
 Wash and oven dry the sample.
 Test each retained particles with respective slot.
 Separate the passed particles and weight each of it.
Total weight of sample= 1000gm.
Sieve set= ¾”,1/2”,3/8”, #4.
Table 4.8-a: Flakiness Index Value
Sieve Set Weight Retained (W), g Weight Passing (w), g
¾” 174 0
½” 516 50
3/8” 112 14
#4 198 10
(𝑤1+𝑤2+𝑤3+⋯……. 𝑤𝑛) *100/ (𝑊1+𝑊2+𝑊3+⋯………𝑊𝑛)
𝑤1 + 𝑤2 + 𝑤3 + ⋯ … …. 𝑤𝑛 is passing of aggregates through thickness gauge.
𝑊1 + 𝑊2 + 𝑊3 + ⋯ … … … 𝑊𝑛 is weight retained on each sieve.
4.9 Results
Flakiness Index= (0+50+14+10) *100 = 7.4%

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Experiment 5: Shape test (Elongation index)
5.1 Elongation Index
The elongation index of aggregate is the percentage by weight of particles whose greatest
dimension (length) is greater than 1.8 times of their mean dimension. The test is not
applicable to sizes smaller than 6.3mm.
5.2 Objectives
 The elongation index of a given aggregate sample.
5.3 Theory
The degree of packing and interlocking of aggregates particles depends on its size and shape.
Due to high surface area to volume ratio, the flaky and elongated particles lower the
workability of concrete mix. Flaky & elongated particles are considered undesirable for base
coarse construction as they may cause weakness with possibility of breaking or cracking
down under heavy loads.
5.4 Principle
Then principle of this test is that the particle shape of aggregate is determined by the
percentage of flaky and elongated particles contained in it. Flakiness and elongation tests are
carried on coarse aggregate to assess the shape of aggregate.
5.5 Standard
The elongation index test is found as per,
 IS-2386 Part-1
5.6 Apparatus
 A metal plate approximately 0.0625 inches thick with slotted openings conforming to
the design and dimensions.
 Balance.
 Oven
Use the material retained on any of the following sieves: ¾”, ½”, 3/8”, ¼” or the#4 sieve and
has been placed into separate containers. Aggregates retained on each sieve which comprises
at least 4 percent of the total sample, shall be tested

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Figure 5.6-a: Elongation Gauge
5.7 Procedure
 Wash and oven dry the sample.
 Test each retained particles with respective slot.
 Separate the retained particles and weight each of it.
 Total weight of sample= 1000gm
 Sieve set= ¾”,1/2”,3/8”, #4
Table 5.8-a: Elongation Index Value
Sieve Set
Weight Retained
(W), g
Weight Retained
(w), g
¾” 174 0
½” 516 40
3/8” 112 14
#4 198 14
Elongation Index= (𝑤1+𝑤2+𝑤3+⋯……...𝑤𝑛) *100/( 𝑊1+𝑊2+𝑊3+⋯………𝑊𝑛)
 𝑤1 + 𝑤2 + 𝑤3 + ⋯ … …... 𝑤𝑛 is passing of aggregates through thickness
gauge.
 𝑊1 + 𝑊2 + 𝑊3 + ⋯ … … … 𝑊𝑛 is weight retained on each sieve.
5.9 Results
Elongation Index= (0+40+14+14) *100 = 7%

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Experiment 6: Determine specific gravity and water absorption of
aggregate
6.1 Specific gravity
Specific gravity is the ratio of Density of the substance to density of reference material
(Mostly Water). Basically, SG is the measure of Strength/ quality of aggregate.
6.2 Objectives
 Strength or quality of aggregate.
 Water absorption.
6.3 Standards
The test is found as per,
 ASTM- C 127-01.
6.4 Apparatus
 Balance (having accuracy of at least 0.5 grams).
 Oven.
 Wire Basket (with mesh size 6.3 mm).
 Hangers.
 2 absorbent clothes.
 Beakers.
 Air-tight container.
 Shallow tray
6.5 Procedure
 Take 2 kg sample of aggregate.
 Wash thoroughly.
 Place in the wire basket.
 Immerse the basket in distilled water with a cover of at least 50cm water above
thetop.
 Remove the air entrapped by gently shaking the basket.
 The basket and the aggregate should be immersed in water for 24 hours.
 Weigh the basket and sample while suspending in water and note it.
 Basket and aggregate are removed.
 Leaved to drain for few minutes.
 Transferred to the absorbent cloth and dried, the condition is known as Surface dried.
 The empty basket is then immersed in water.
 Jolted 25 times and weigh it, note the readings.

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 Aggregates are transferred to the 2nd dry cloth and placed in a layer and allowed
todry until completely surface dried.
 Surface dried aggregate is weighed and noted.
 The aggregates are then placed in a tray and kept in oven at 110oC for 24 hours.
 Then cooled in an airtight container, weighed, and noted.
Following are the observations noted
 W1= Weight of suspended aggregate with basket in water
 W2= Weight of Basket suspended in water
 W3= Weight of Surface Dried Aggregate
 W4= Weight of Oven Dried Aggregate
 Weight of Saturated aggregate in water = Ws =W1-W2
 Weight of Water Equal to volume of Aggregate = W3- Ws
6.7 Readings
 W1 (DRY)= 1247.5gm.
 W2 (SUBMERGED)= 782gm.
 W3 (SSD)= 1249.5gm.
𝑊𝑎𝑡𝑒𝑟 𝐴𝑏𝑠𝑜𝑟𝑝𝑡𝑖𝑜𝑛 =
𝑊 − 𝑊
𝑊
∗ 100
𝑊𝑎𝑡𝑒𝑟 𝐴𝑏𝑠𝑜𝑟𝑝𝑡𝑖𝑜𝑛 =
1249.5 − 1247.5
1247.5
∗ 100
𝑊𝑎𝑡𝑒𝑟 𝐴𝑏𝑠𝑜𝑟𝑝𝑡𝑖𝑜𝑛 = 0.16%
𝑆𝑝𝑒𝑐𝑖𝑓𝑖𝑐 𝐺𝑟𝑎𝑣𝑖𝑡𝑦 =
𝑊
𝑊 − 𝑊
∗ 100
𝑆𝑝𝑒𝑐𝑖𝑓𝑖𝑐 𝐺𝑟𝑎𝑣𝑖𝑡𝑦 =
1247.5
1247.5 − 782
∗ 100
𝑆𝑝𝑒𝑐𝑖𝑓𝑖𝑐 𝐺𝑟𝑎𝑣𝑖𝑡𝑦 = 2.68

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Experiment 7: California bearing ratio penetration test
7.1 Theory
The CBR test is used in evaluating subgrade, subbase and base material as aid to the design
of pavements (flexible pavements). This laboratory test uses a circular piston to penetrate
material compacted in a mold at a constant rate of penetration (1.25mm per minute)
California bearing ratio
California bearing ratio is expressed as the ratio of the unit load on the piston required to
penetrate 1” (2.54mm) or 2” (5.08mm) of the test material to the unit load required to
penetrate standard material of well-graded crushed stones for the same penetrations.
Capacity
 0.1in required 1000 Psi (6.9 MPa)
 0.2in required 1500 Psi (10 MPa)
7.2 Objectives
 CBR Value
 ASTM D-1883 (Standard test method for CBR of laboratory test).
 AASHTOO 193.
 IS: 2720 Part-16.
7.4 Significance And Uses
This test method is used to evaluate the potential strength of subgrade sub base and base
coarse material including recycle material for use in the design of road and air field
pavement. In this test value obtained from an integral part of several flexible design method.
Typically, if the CBR for soil at 95% of maximum dry unit weight us desired, specimens
competed using 56, 25, and 10 blows per layer as satisfactory.
7.5 Apparatus
 Mold (rigid metal cylinder with diameter 6” and height 7”).
 Detachable base plate.
 Spacer disc.
 Filter paper.
 Hammers.
 Surcharge weight.
 Penetration piston (diameter 2” and length 4”).
 Mixing tool.
 Straight edge.
 Soaking tank
 CBR loading equipment’s.

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 Sample (retained on No.4 sieve)
 Loading Machine equipped with movable head, travels at uniform rate of 0.05in per
minute for use in pushing the penetration piston into the specimen. The minimum
capacity of the loading machine shall be based on the requirement indicated below in
Table 7.5 a
 Swelling Gauge: Used to find out when soil submerged for 4 days only height
changes. Least Count is 0.01mm and biggest needle is 100th of mm. After completing
one cycle of smaller needle gives you 1mm.
Figure 7.5-a: Apparatus for California bearing ratio penetration test
Table 7.5-a: Minimum capacity of the loading machine requirement
Procedure:
1 . Take 7kg of soil sample and mix it thoroughly with required quantity of water
(OMC=7.7% from modified test) or field moisture content.
2 . The spacer disc is placed at the bottom of the mold over the base plate and a coarser
filter paper is placed over the spacer disc.
3 . The moist soil is to be compacted over this in the mold (5 layers) each with (10-30-
65blows per layer).
4 . After compacting the last layer, the collar is removed and the excess soil above the
top of mold is evenly trimmed off.
5 . A filter paper is placed in the base plate, the mold with compacted soil is inverted and
placed over the base plate and clamps are tightened.
6 . Weight is placed over the soil in the mold, then the whole mold is placed in the water
tank to allow soaking for 96 hours.

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7 . Initial dial gauge reaching is recorded and the test sample is kept undisturbed in the
water tank.
8 . After 96 hours of soaking, the mold is clamped over the base plate and the same
surcharge weight are placed on the specimen as the test could be conducted.
9 . The complete assembly is placed under the loading machine.
10 .The dial gauge of passing ring and the penetration dial gauge is set to zero.
11 .The load is applied through penetration ratio of 1.25mm/min.
12 .The load readings are taken at 0, 0.65, 1.27, 1.905, 2.54, 3.175, 3.81, 4.445, 5.08,
7.62,10.16, 12.7mm penetration dial gauge readings.
13 .The maximum load value and the corresponding load values are recorded.
14 .The load value is multiplied by the calibrated value of 19.2 to get value in lbs.
15 .A graph is plotted by penetration (mm) on x-axis and loads (lbs.) on y-axis and
thevalue at penetration (2.54mm) and (5.08mm) are found from the graph.
16 .Finally, CBR value is calculated from the formula.
7.6 Observation and Calculations
Table 7.6-a: For 65 blows
PENETRATIO
N (IN)
DEFLECTIO
NDIAL
READINDIN
G(MM)
PROVIN
GRING
READIN
G
PROVING
RING
READING*19.
2(LBS)
ARE
A
(IN^2)
PENETRATION
STRESS
(LB/IN^2)
0 0 0 0 3 0
0.025 0.62
5
8 153.6 3 51.2
0.05 1.27 15 288 3 96
0.075
1.90
5
21 403.2 3 134.4
0.1 2.54 26 499.2 3 166.4
0.125 3.17
5
31 595.2 3 198.4
0.15 3.81 35 672 3 224
0.175
4.44
5
39 748.8 3 249.6
0.2 5.08 42 806.4 3 268.8
0.3 7.62 54
1036.
8
3 345.6
0.4 10.1
6
63 1209.
6
3 403.2
0.5 12.7 72
1382.
4
3 460.8

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Figure 7.6-a: Penetration vs Stress graph

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Experiment 8: Penetration test on bituminous materials
8.1 Background
In this test we examine the consistency of sample of bitumen by determining the distance that
standard needle vertically penetrates within bitumen sample under known condition of
loading, time, and temperature. This is the most widely used method for the measuring the
consistency of the bitumen material at a given temperature.
Note: It is a measure of classification rather than a measure of quality. It is not a quality test
itis a classification test.
Consistency
It is consistency-based test. It is the measure of the degree of fluidity at the temperature.
Consistency can be measure directly by viscosity or using penetration method.
8.2 Objectives
With the help of this test we can determine,
 Hardness/ softness of bitumen.
 Grade of bitumen.
 Consistency.
 ASTM D5/D5M.
 AASHTO T-93.
 IS: 1203.
8.4 Principle
It measures the hardness of bitumen by measuring the depth in tenths of millimeter to which a
standard needle will penetrate vertically in 5sec. (load = 100g and Room temperature)
8.5 Significance and uses
 Penetration test is using to find the consistency of the bitumen so that it can be
classified into standard grades.
 Greater value of penetration indicates soften consistency (Means the bond will not be
made if the Bitumen will float on each other).
Generally heavier penetration bitumen is preferred in cold weather for making perfect bond.

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8.6 Selection of asphalt grades
8.7 Apparatus
 Penetration apparatus (Penetrometer).
 Needle.
 Container.
 Water bottle.
 Thermometer.
 Stopwatch
Figure 8.7-a: Penetrometer

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8.8 Procedure
 First, we heat at a temperature 80oC to 90 oC the sample until it become fluid.
 Pour it in a container at a depth such that when it cools the depth of sample should be
at least 10mm greater than the expected penetration.
 Allow it to cool in atmospheric temperature, 25’C.
 Clean the needle with kerosene oil. We should start the stopwatch at the same time, at
which we unlock the plunger of the instrument.
 Use water bath to maintain the temperature.
 Mount the needle over the bitumen such that is just touches the surface of the
bitumen.
 If it is slightly penetrating the sample, it will give an error.
 Then start the stopwatch and allow the penetration needle free for the time of 5
second. And after that stop the watch and also lock the plunger.
 Take at least three readings and the average result gives you the grade of the bitumen.
8.9 Results
Table 8.9-a:REsults for Penetration test on bituminous materials
Penetration dial
reading Test 1 Test 2 Test 3
a) Initial 0 0 0
b) Final 128 129 127
Penetration value 128 129 127
Depending upon the climatic conditions and type of construction different penetration grade
are used. Commonly used grades are 30/40, 60/70 and 80/100.

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Experiment 9: Standard test method for flash point and fire point
9.1 Flash Point
A temperature at which the bituminous material will be vaporized under lab control
conditions.
9.2 Fire Point
The bituminous material is heated above flash point and up to that temperature that it holds
fire for 5sec. This temperature is called fire point. Flash point can therefore only be defined in
terms of a standard test method, and no general valid correlation can be guaranteed between
results obtained by different test methods, or with test apparatus different from that specified.
9.3 Objectives
With the help of this test, we can determine
Flash point and Fire point of petroleum products, i.e., bitumen.
9.4 Standards Refences
 AASHTOO T-48.
 ASTM D92.
 IS: 1448-69.
9.5 Theory and Scope
This test method describes the determination of the flash point and fire point of petroleum
products by a manual Cleveland open cup apparatus or an automated Cleveland open cup
apparatus. This test method is applicable to all petroleum products with flash point above
79’Cand below 400’C.
9.6 Significance and Uses
 This test method describes the determination of the flash point and fire point of
petroleum products by a manual Cleveland open cup apparatus or an automated
Cleveland open cup apparatus.
 The flash point is a measure of tendency of the test specimen to form a flammable
mixture with air under controlled conditions.
 Flash point is used in shipping and safety regulations to define flammable and
combustible materials. Consult the regulation involved for precise definitions of these
classifications.
 Flash point can indicate the possible presence of highly volatile and flammable
materials in a relatively nonvolatile or nonflammable material. For example, an
abnormally low flash point on a test specimen of engine oil can indicate gasoline
contamination.
 This test method shall be used to measure and describe the properties of materials,
products, or assemblies in response to heat and a test flame under controlled
laboratory conditions and shall not be used to describe or appraise the fire hazard or
fire risk of materials, products, or assemblies under actual fire conditions. However,
results of this test method may be used as elements of a fire risk assessment that

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considers all of the factors that are pertinent to an assessment of the fire hazard of a
particular end use.
9.7 Apparatus
Cleveland Open Cup Apparatus:
 This apparatus consists of,
 Test cup.
 Heating plate.
 Test flame applicator.
 Heater.
 Supports.
 Temperature measuring device: Ranges from -6’C to 400’C.
9.8 Procedure
 Approximately 70 mL of test specimen is filled into a test cup.
 The temperature of the test specimen is increased rapidly at first and then at a slower
constant rate as the flash point is approached.
 At specified intervals, a test flame is passed across the cup.
 The flash point is the lowest liquid temperature at which application of the test flame
causes the vapors of the test specimen of the sample to ignite. To determine the fire
point, the test is continued until the application of the test flame causes the test
specimen to ignite and sustain burning for a minimum of 5sec.
Table 9.9-a: Results of Standard test method for flash point and fire point
Test property 1 2 3 A.Mean
Flash Point 270 271 268 269.66
Fire Point 300 301 299 300

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Experiment 10: Standard test method for softening point of bitumen
(ring and ball apparatus)
10.1 Objectives
With the help of this test we can determine,
 Softening point of petroleum products, i.e., bitumen.
10.2 Standard
 AASHTOO T-53-89.
 ASTM D36.
 IS: 1205.
10.3 Scope
This method covers the determination of the softening point of bitumen in the range from
30’Cto 157’C using the ring and ball apparatus immersed in distilled water 30’C to 80’C
(glycerin)above 80’C to 157’C or (ethylene glycol) 30’C to 110’C.
10.4 Significance And Use
Bitumen’s are viscoelastic materials without sharply defined melting point they gradually
become softer and less viscous as the temperature rises. For this reason, the softening point
must be determined from closely defined method. The softening point is useful in
classification of bitumen and the indication of tendency of material to flow at elevated
temperatures encountered in service.
10.5 Apparatus
 Ring And Ball Apparatus:
 Steel balls: 2 balls each of 9.5mm diameter having weight of 3.5±0.05g
 Brass rings: 2 rings each having depth 6.4mm. The inside diameter at bottom and top
is 15.9mm and17.5mm respectively
 Ball centering guides: To guide the movement of steel balls centrally
 Steel frame: It can hold the rings in position and also allows for suspension of
thermometer. The distance between the bottom of the rings and the top surface of
bottom plate of support is 25mm (1in).
 Thermometer: That can up to 100’C within accuracy of 0.2’C.
 Beakers
 Heat resistance glass beakers not less than 85mm diameter and 1220mm deep.

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Figure 10.5-a: Ring and ball apparatus
10.6 Preparation of sample
 Heat the material to a temperature of 75’C to 100’C above its softening point.
 Stir it until it completely fluid and free from air water bubbles.
 Place the rings previously heated to a temperature approximately to that of molten
material on a metal plate which has been cooled with a mixture of equal parts of
glycerinand dextrin. After cooling for 30min in air level, the material in the ring by
removing the excess material with a warm sharp knife.
10.7 Procedure
1 . Assemble the apparatus with the rings, thermometer and ball guides in position.
2 . Fill the beaker with distilled water with height at 50mm (2in) above the upper surface
of the rings.
3 . The starting temperature should be 5’C but that should be noted. Use glycerin in
placeof water when softening point is expected to be above 80’C. The starting
temperature may be kept 35’C.
4 . Apply heat to the beaker and stir it so that the temperature rises at a uniform rate of
5’C/min±0.5’C.
5 . As the temperature increases the bitumen material softens and the ball sink through
the rings carrying a portion of material with it.
6 . Note the temperature when anyone of the ball of steel when bituminous coating
touches the bottom plate.
Note: Record the temperatures when second ball touches the bottom plate and average of two
readings to the nearest 0.5’C is reported as softening point.

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10.8 Summary of test
Two horizontal discs of bitumen cast in shoulder brass ring or heated at a controlled rate of
5’C/min in a liquid beaker while each supports a steel ball. The softening point is reported as
the mean of the temperatures at which the two discs soften enough to allow each ball
enveloped in bitumen to fall a distance of 25mm (1in).
10.9 Observations and calculations
Table 10.9-a: Results of Standard test method for softening point of bitumen
Test Property 1 2
Temperature when the ball
touches the bottom, ° C
60 Ċ 61 Ċ

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Experiment 11: Ductility test of bitumen
11.1 Theory
Ductility of Bitumen
Bitumen ductility is expressed as the distance in centimeters by which a standard bitumen
briquette can be stretched before the line breaks, this test should be performed at 27oC and
traction should be applied at a rate of 50 mm per minute.
11.2 Objectives
The aim of this test is to determine:
 The ductility of a given sample of bitumen.
11.3 Standards Refences
 The test is found as per,
 AASHTOO T 51.
 ASTM D113.
 I.S 1208.
11.4 Apparatus
 Briquette mould of Standard Dimension.
 Ductility machine.
 Water bath arrangement.
 Knife.
 Thermometer.
Figure 11.4-a: Standard mould

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11.5 Procedure
 The bituminous material tested is completely melted by heating it to a temperature
of75-to-100-degree Celsius above the approximate softening point until it becomes
thoroughly fluid.
 Assemble the mould on a brass plate.
 To prevent the material under test from sticking, thoroughly coat the surface of the
plate and the interior surfaces of the sides of the mould with a mixture of equal parts
of glycerin and dextrin.
 While filling, the material is poured in a thin stream back and forth from end to end of
the mould until it is more than level full.
 It is leaved to cool at room temperature for 30 to 40 minutes and then it is placed in a
water bath maintained at the specified temperature for 30 minutes.
 Cut off the excess bitumen by means of a hot, straight-edged putty knife or spatula, so
that the mould is just level full.
 Maintain the temperature of the water bath at 25° C for half an hour.
 Remove the sample and mould assembly from the water bath and trim the extra
specimen by leveling the surface using a hot knife.
 The briquette is removed from the plate; detach the side pieces and the briquette
immediately.
 The rings are attached at each end of the two clips to the pins or hooks in the testing
machine. Fix the specimen molds carefully in the machine without causing any type
of strain.
 Start the machine and pull both clips horizontally at a speed of 50 mm per minute.
Note the distance at which bitumen thread break apart.
 Repeat the test three times and take the average of the three to get the final ductility
value of the bitumen sample.
Reading 01
Initial Reading= 2.5cm Final Reading= 102.5cm Total Elongation= 100cm
Reading 02
Initial Reading= 2.5cm Final Reading= 103.5cm Total Elongation= 100.7cm

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Experiment 12: Bitumen content test
12.1 Background
The durability, compatibility, and resistance from defects like rutting, bleeding, raveling, and
ageing of flexible asphaltic roads is highly dependent on the amount of the bitumen used for
the coating of the filler aggregates used in the asphaltic matrix. That is why it is very
important to find the exact amount of bitumen to be used in asphaltic pavements.
12.2 Objectives
The aim of this test is to determine:
 The amount of bitumen that is used as binding content in asphaltic pavement.
 AASHTOO T 44-46.
 ASTM D4-86.
 IRC SP-11.
12.4 Apparatus
 Centrifuge Extractor.
 Oven.
 Weighing balance.
 Filter ring or filter paper.
 A flat pan for carrying the test specimens.
 Benzene or Trichloroethane.
12.5 Procedure
1 . Weigh 1000g bitumen sample (W1) and place the sample in the cup of centrifuge.
2 . Place the sample in the bowl of the extraction apparatus.
3 . Fill the benzene (dissolver) into a cup up to the sample top.
4 . The benzene will separate the aggregates and bitumen.
5 . Now place the filter paper and cover the sample in the centrifuge apparatus.
6 . Place the beaker at the outlet of centrifuge to collect the extracted sample.
7 . Leave up to 1 hour for the solvent to dissolve the bitumen and other ingredients of
asphaltic pavement.
8 . Start the centrifuge machine and increase the speed gradually to 3600 revolutions per
minute.
9 . Rotate until the solvent ceases to flow from the outlet.
10 .The bitumen and benzene will completely drain out in the beaker. Now again, add
more benzene into the cup (approx. 200ml) and again repeat the process.
11 .Repeat the procedure until the extract is no longer cloudy.
12 .Remove the extracted material and weigh it as W2.

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Note: Remove the filter paper and dry it in air first and then in oven at 115° C
12.6 Observations and calculations
Table 12.6-a: results of Bitumen content test
S. No Observations Reading 1 (g) Reading 2 (g)
1.
Weight of mix taken before extraction
W1
1619 1650
2. Weight of filter paper before extraction B 0.012 0.011
3. Weight of mix after extraction W2 1601 1620
4. Weight of filter paper after extraction D 0.013 0.014
5.
Weight of filter collected from extracted
after allowing for setting W4
0.001 0.001
6.
Weight of filter collected in filter paper,
D-B= W3
0.001 0.003
7.
Weight of aggregate + filter collected
after extraction = W2+W3+W4
1601.002 1620.004
8.
% Of Bitumen in mix
= (W1-(W2+W3+W4))/W1*100
1.11% 1.76%
12.7 Results
From Table 12.6 -a the average value for bitumen content test is 1.435%.

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Experiment 13: Marshall stability and flow test
13.1 Background
Marshal test is extensively used in routine test programs for the paving jobs. The stability of
the mix is defined as a maximum load carried by a compacted specimen at a standard test
temperature of 600 °C. The flow is measured as the deformation in units of 0.25 mm between
no load and maximum load carried by the specimen during stability test (flow value may also
be measured by deformation units of 0.1 mm). This test attempts to get the optimum binder
content for the aggregate mix type and traffic intensity. This is the test which helps us to draw
Marshall Stability vs. % bitumen.
13.2 Objectives
 The aim of this test is to determine:
 To get the optimum binder content for the aggregate mix type and traffic intensity.
 To draw Marshal stability vs % bitumen graph for finding optimum binder content for
aggregate mix.
 Flow of the asphalt mix.
13.3 Standards
 AASHTOO T 245.
 ASTM D6927.
13.4 Apparatus
 Mould assembly.
 Compaction hammer.
 Compaction pedestal.
 Sample extractor.
 Breaking head.
 Loading machine.
 Thermometers.
 Water bath.
13.5 Procedure
1 . 1200 grams of aggregate blended in the desired proportions is measured and heated in
the oven to the mixing temperature of 175° C to 195° C.
2 . The compaction mould, hammer and other materials are mixed in a heated pan with
pre heating temperature of 100° C to 145° C.
Figure 13.3-a:Marshall stability test apparatus

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3 . The bitumen is heated to a temperature of 121° C to 139° C and the required quantity
of first trial percentage of bitumen is added to the heated aggregate and thoroughly
mixed using a mechanical mixer or by hand mixing with trowel.
4 . The mixture is returned to the oven and reheated to the compacting temperature
of154° C to 160° C.
5 . The mixture is then placed in a heated Marshall mould with a collar and base and the
mixture is spaded around the sides of the mould. A filter paper is placed under the
sample and on top of the sample.
6 . The material is compacted with 50 blows of the hammer (or as specified), and the
sample is inverted and compacted in the other face with same number of blows at
temperature of 138° C to 149° C.
7 . The weight of the mixed aggregate taken for the preparation of the specimen may be
suitably altered to obtain a compacted thickness of 63.5 +/- 3.0 mm.
8 . After compaction, the mold is inverted. With collar on the bottom, the base is
removed and the sample is extracted by pushing it out the extractor.
9 . The sample is allowed to stand for few hours to cool.
10 .The weight, average thickness and diameter of the specimen are noted.
11 .The mass of the sample in air and when submerged is used to measure the density of
specimen, so as to allow, calculation of the void properties.
12 .Specimens are heated to 60 ± 1 °C either in a water bath for 30 - 40 minutes or in
anoven for minimum of 2 hours.
13 .The specimens are removed from the water bath or oven and place in lower segmentof
the breaking head. The upper segment of the breaking head of the specimen is placed
in position and the complete assembly is placed in position on the testing machine.
14 .The flow meter is placed over one of the post and is adjusted to read zero.
15 .Load is applied at a rate of 50 mm per minute until the maximum load reading is
obtained.
16 .The corrected Marshall Stability value of each specimen is determined by applying
the appropriate correction factor, if the average height of the specimen is not
exactly63.5mm.
17 .In case of thickness other than 63.5mm, multiply the correction factor with the
stability value for correction.
18 .Finally, the graphs will be plotted which are
 Marshal stability vs bitumen (%)
 Flow vs bitumen (%)
13.6 Observation and Calculations
 Weight of mould dry in air= 1116.5g
 Weight of mould submerged= 651g
 Saturated surface dry= 1152.5g
 Stability= 80 (*45.72lb)
 Flow= 910 (*0.01mm)

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