Hazardous Materials Transportation Policy and - Jefferson Lab
transportation lab manual
description
Transcript of transportation lab manual
![Page 1: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/1.jpg)
CE328 Highway Materials Testing Experiments
ByDr. Tom. V. Mathew
IIT Bombay
![Page 2: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/2.jpg)
List of Tests1. Aggregate crushing test 2. Aggregate impact test3. Abrasion Test (L.A. abrasion test) 4. Shape test (FI, EI, Angularity No.)5. Penetration Test6. Ductility Test7. Softening Point8. Marshall Stability Test9. Bitumen Extraction Test10.Traffic studies: Volume study
![Page 3: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/3.jpg)
Requirements of Pavements
Types Flexible Pavement Rigid Pavement
Structural Requirements to withstand the design factors to serve during the design life / minimum
service life
Functional Requirements considering pavement deterioration considering road – user requirement
![Page 4: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/4.jpg)
Flexible Pavements
![Page 5: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/5.jpg)
Loading in FP
![Page 6: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/6.jpg)
Overview
Pavement materials
Soil (sub-grade, embankment)
Aggregates (coarse, fine)
Binders (Bitumen, cement)
![Page 7: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/7.jpg)
Aggregate
Aggregate is the major component of allmaterials used in road construction
It is used in granular bases and sub base,bituminous courses and in cement concretepavements
![Page 8: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/8.jpg)
Desirable properties of Aggregate
Strength:The aggregate should be sufficiently strong to withstand the stresses due to traffic wheel load
Hardness: Aggregate should have hard enough to resist the wear due to abrasive action of traffic
Toughness: Aggregate should have resistance to impact or toughness
![Page 9: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/9.jpg)
Durability: The aggregate used in pavement should resistance to disintegrationdue to the action of weather
Shape of aggregate: Should not be Flakyand elongated
Adhesion with Bitumen: Should have goodaffinity to bitumen
Desirable properties of Aggregate
![Page 10: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/10.jpg)
Soil
Soil is all unindurated mineral material lying above rock strata including air, water, and organic matter
It is non-homogeneous and porous
Properties greatly influenced by moisture, density and compaction
A number of pavement failure is attributed to soil failures
![Page 11: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/11.jpg)
Properties of soil
Shape of soil particles (bulky, flaky)
Particle size classification (clay, silt, sand, gravel)
Grain size distribution (sedimentation analysis for <75m)
Porosity and void ratio
Soil density (dry and wet density)
![Page 12: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/12.jpg)
Properties of soil
Moisture-density relationship (Proctor density, OMC)
Chemical properties (Organic matter, minerals, pH)
Soil-water (Capillary water, water table)
Physical properties (Permeability, compressibility, shear resistance)
![Page 13: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/13.jpg)
Petroleum distillation Flow Chart
![Page 14: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/14.jpg)
Desirable Properties of Bitumen
![Page 15: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/15.jpg)
It should be fluid enough at the time of mixing to
coat the aggregate evenly by a thin film
It should have low temperature susceptibility
It should show uniform viscosity characteristics
Bitumen should have good amount of volatiles in
it, and it should not lose them excessively when
subjected to higher temperature
Desirable Properties of Bitumen
![Page 16: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/16.jpg)
The bitumen should be ductile and not brittle
The bitumen should be capable of being heated to thetemperature at which it can be easily mixed without anyfire hazards
The bitumen should have good affinity to the aggregateand should not be stripped off in the continuedpresence off water
Desirable Properties of Bitumen
![Page 17: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/17.jpg)
Quality Control Tests: Soil
1. Gradation2. Atterberg Limits and indices (LL, PL,PI, SL)3. Laboratory Compaction (MDD and OMC)4. Field density test 5. CBR Test6. Plate bearing test
![Page 18: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/18.jpg)
Quality control tests: Aggregate
1. Sieve analysis2. Aggregate crushing test3. Aggregate impact test4. Abrasion Test (L.A. abrasion test)5. Shape test (FI, EI, Angul. No.)6. Soundness Test 7. Specific gravity and Water absorption test 8. Stripping value test
![Page 19: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/19.jpg)
1. Penetration2. Ductility3. Softening point4. Specific gravity5. Loss on heating6. Flash & Fire point7. Viscosity 8. Solubility
Quality control tests: Bitumen
![Page 20: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/20.jpg)
California bearing ratio (CBR)
A simple test that compares the bearing capacity of a material with that of a well-graded crushed stone
A high quality crushed stone material should have a CBR of about 100%
CBR is basically a measure of strength
![Page 21: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/21.jpg)
CBR
CBR value is the measure of resistance of material to the penetration of standard plunger under controlled density and moisture condition.
The CBR test can be made in the laboratory on undisturbed or remoulded soil samples.
The CBR value of sub grade is normally evaluated on a soaked sample compacted at optimum moisture content to maximum dry density.
![Page 22: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/22.jpg)
Basic TestThis consists of causing a plunger of 50 mm
diameter to penetrate a soil sample at the rate of 1.25 mm/min.
The force (load) required to cause the penetration is plotted against measured penetration.
The loads at 2.5 mm and 5 mm penetration are recorded.
This load corresponding to 2.5 mm or 5 mm penetration is expressed as a percentage of standard load sustained by the crushed aggregates at the same penetration to obtain CBR value.
![Page 23: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/23.jpg)
Definition of CBR
California bearing ratio is defined as the ratio (expressed as percentage) between the load sustained by the soil sample at a specified penetration of a standard plunger (50 mm diameter) and the load sustained by the standard crushed stones at the same penetration.
![Page 24: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/24.jpg)
Standard Load values on Crushed Stones for Different Penetration Values
183360012.5
162318010.0
13426307.5
10520555.0
7013702.5
Unit StandardLoad, kg/cm2
StandardLoad, kg
Penetration,mm
![Page 25: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/25.jpg)
Apparatus
Loading frame Cylindrical mould, Collar, Base Plate and
spacer Disc Compaction hammer Expansion Measuring Apparatus - Perforated
plate with adjustable stem, tripod and dial gauge reading to 0.01 mm
Annular Surcharge Weights
![Page 26: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/26.jpg)
Loading MachineWith a capacity of at
least 5000 kg and equipped with a movable head or base that travels at an uniform rate of 1.25 mm/min.
![Page 27: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/27.jpg)
Cylindrical MouldCylindrical mould with
inside diameter 150 mm and height 175 mm, provided with a detachable extension collar 50 mm height and a detachable perforated base plate 10 mm thick.
![Page 28: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/28.jpg)
Compaction RammerWeight 2.6 kg with a
drop of 310 mm (or) Weight 4.89 kg a
drop 450 mm.
![Page 29: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/29.jpg)
Adjustable stem, perforated plate, tripod and dial gauge
![Page 30: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/30.jpg)
![Page 31: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/31.jpg)
Preparation of Test Specimen
Prepare the remoulded specimen at Proctor’s maximum dry density or any other density at which C.B.R is required. Maintain the specimen at optimum moisture content or the field moisture as required. The material used should pass 20 mm I.S. sieve. Prepare the specimen either by dynamic compaction or by static compaction.
![Page 32: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/32.jpg)
Dynamic Compaction
Take about 4.5 to 5.5 kg of soil and mix thoroughly with the required water.
Just before making the compacted mould of soil, take representative sample for determining water content.
Fix the extension collar and the base plate to the mould. Insert the spacer disc over the base. Place the filter paper on the top of the spacer disc.
![Page 33: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/33.jpg)
Dynamic Compaction
Compact the soil in the mould using either light compaction or heavy compaction. For light compaction, compact the soil in 3 equal layers, each layer being given 55 blows by the 2.6 kg rammer. For heavy compaction compact the soil in 5 layers, by giving 56 blows to each layer by the 4.89 kg rammer.
![Page 34: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/34.jpg)
Dynamic Compaction
Remove the collar and trim the specimen smooth and flush with the mould.Remove the base plate and the displacer disc,
weigh the mould with compacted soil, and determine the wet unit weight. Place a filter paper on the base plate, invert the
specimen (5 cm gap is on the top) and attach the base plate so that the soil is in contact with the filter paper on the base.
![Page 35: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/35.jpg)
![Page 36: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/36.jpg)
Penetration Test Place the mould assembly with the surcharge weights on the
penetration test machine. Seat the penetration piston at the center of the specimen with
the smallest possible load, but in no case in excess of 4 kg so that full contact of the piston on the sample is established.
Set the stress and strain dial gauge to read zero. Apply the load on the piston so that the penetration rate is about 1.25 mm/min.
Record the load readings at penetrations of 0.5, 1.0, 1.5, 2.0, 2.5, 3.0, 4.0, 5.0, 7.5, 10 and 12.5 mm. Note the maximum load and corresponding penetration if it occurs for a penetration less than 12.5 mm.
Detach the mould from the loading equipment. Take about 20 to 50 g of soil from the top 3 cm layer and determine the moisture content.
![Page 37: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/37.jpg)
![Page 38: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/38.jpg)
![Page 39: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/39.jpg)
757269585038
ProvingRing
Reading(div)
49.9533.3018.5011.103.70
0
Load onPlunger
12.5107.5543
Penetration(mm)
138.75133.20127.65107.3092.5070.30
Load onPlunger
272.5182101.56120.500
ProvingRing
Reading(div)
Penetration(mm)
Data from a Typical CBR Test for Sample No.1
![Page 40: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/40.jpg)
0
20
40
60
80
100
120
140
160
0 2.5 5 7.5 10 12.5
Penetration
Load
Load Vs Penetration Curve forSample No.1
![Page 41: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/41.jpg)
Initial Concavity
The load – penetration curve may show initial concavity due to the following reasons:The top layer of the sample might have become
too soft due to soaking in water
The surface of the plunger or the surface of the sample might not be horizontal
![Page 42: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/42.jpg)
Correction
Draw a tangent to the load-penetration curve where it changes concavity to convexity
The point of intersection of this tangent line with the x-axis is taken as the new origin
Shift the origin to this point (new origin) and correct all the penetration values
![Page 43: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/43.jpg)
Corrected Penetration Values for Sample No.1
2.5 5
1370
2055
![Page 44: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/44.jpg)
Computation of CBR for Sample No.1
Compute CBR at 2.5 mm penetrationCBR of Specimen at 2.5 mm penetration =
(80/1370)*100 = 5.84 %Compute CBR at 5 mm penetrationCBR of Specimen at 5 mm penetration =
(117/2055)*100 = 5.69 %
![Page 45: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/45.jpg)
Variation in CBR Values
At least three samples should be tested on each type of soil at the same density and moisture content to take care of the variation in the valuesThis will enable a reliable average value to be
obtained in most casesWhere variation with in CBR values is more
than the permissible maximum variation the design CBR value should be the average of six samples and not three
![Page 46: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/46.jpg)
Permissible Variation in CBR Value
± 531 and above
± 311-30
± 25-10
± 15
Maximum variationin CBR value
CBR (per cent)
![Page 47: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/47.jpg)
Design CBRThe average CBR values corresponding to 2.5 mm
and 5 mm penetration values should be worked out
If the average CBR at 2.5 mm penetration is more than that at 5 mm penetration, then the design CBR is the average CBR at 2.5 mm penetration
If the CBR at 5mm penetration is more than that at 2.5 mm penetration, then the test should be repeated. Even after the repetition, if CBR at 5mm is more than CBR at 2.5 mm, CBR at 5 mm could be adopted as the design CBR.
![Page 48: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/48.jpg)
5.56
5.71
Mean
5.71 %Design CBR
5.565.445.695.0 mm
5.765.545.842.5 mm
321
CBR (%)Penetration
Computation of Design CBR
![Page 49: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/49.jpg)
1. Sieve Analysis
![Page 50: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/50.jpg)
Significance of Test Each type of aggregate test
requires a specified aggregate size
(E.g. 10-12.5 mm for crushing test)
Each bituminous mix type has a recommended aggregate gradation
(% passing 26.5 mm in 55-90 for GSB1)
So aggregate is passed through a set of sieves to get material of various sizes
![Page 51: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/51.jpg)
Sieves and Sieve-shaker
![Page 52: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/52.jpg)
Procedure
Bring the sample to an air dry condition either by drying at room temperature or in oven at a temperature of 100oC to 110oC.Take the weight of the sample.
Clean all the sieves and sieve the sample successively on the appropriate sieves starting with the largest.
Shake each sieve separately over a clean tray.
On completion of sieving note down the weight of material retained on each sieve.
Report the results as cumulative percentage by weight of sample passing each of the sieves.
![Page 53: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/53.jpg)
Observation Sheet
IS:2386 Part I; IS: 383
I.S. Sieve designation
Weight of sample
retained (gm)weight retained
Percent of
(%)
Cumulative percent of weight
retained (%)
Percentage passing
(%)63 mm40 mm20 mm
12.5 mm10 mm
4.75 mm
![Page 54: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/54.jpg)
Observation Sheet
IS SeiveDesignation
(mm)
Weight of sampleretained
(gm)
Weightretained
(%)
Cumulativeweight
retained(%)
Passing (%)
63 100 6.25 6.25 93.7540 200 12.5 18.75 81.2520 400 25 43.75 56.25
12.5 400 25 68.75 31.2510 300 18.75 87.5 12.5
4.75 200 12.5 100 01600 100
![Page 55: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/55.jpg)
Gradation chart
0
20
40
60
80
100
120
4.75 10 12.5 20 40 63 63
Gradation
![Page 56: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/56.jpg)
1. Aggregate Crushing Test
![Page 57: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/57.jpg)
Significance
Aggregate crushing value provides a relative measure of resistance to crushing under a gradually applied compressive load
Aggregates subjected to high stresses during rolling and severe abrasion under traffic
Also in India very severe stresses come on pavements due to rigid tyre rims of heavily loaded animal drawn vehicles
![Page 58: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/58.jpg)
Test Set-up
![Page 59: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/59.jpg)
Procedure Surface dry aggregates passing 12.5 mm and
retained on 10 mm selected
3.25 kg aggregate required for one test sample
Cylindrical measure filled with aggregates in 3 layers, tamping each layer 25 times
After leveling the aggregates at the top surface the test sample is weighed
The cylinder is now placed on the base plate
![Page 60: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/60.jpg)
Contd….
The cylinder with the test sample and plunger in position is placed on compression machine
Load is applied at a rate of 4 tonnes per minute upto 40 tonnes
The crushed aggregate is taken out, sieved through 2.36 mm IS sieve and weighed to get material passing
Aggregate crushing value = W2*100/W1W2= Weight of crushed materialW1=Total weight of sample
![Page 61: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/61.jpg)
Load Application
Sample being loaded in the compression machine at 4 T per minute for 10 minutes (upto 40 T)
![Page 62: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/62.jpg)
Observation Sheet
Note: Value recorded up to first decimal place
Aggregate Crushing Value= W1/W2*100
Wt. of Aggregate SamplePassing 2.36 mm SieveAfter the Test= W2(gms)
Wt. of Aggregate SampleFilling in The Cylinder=W1(gms)
321Average
Test No.Observations
![Page 63: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/63.jpg)
Observation Sheet
Observations Test No. Average1 2 3
Wt. of Aggregate SampleFilling in The Cylinder=W1 (gms)
362 354 343
Wt. of Aggregate SamplePassing 2.36 mm SieveAfter the Test= W2 (gms) 116 102 84
Aggregate Crushing Value =
W1 / W2 x 10032% 28.8 % 24.5 % 28.5 %
Note: Value recorded up to first decimal place
![Page 64: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/64.jpg)
Specifications
45 %Max for
Other Surfaces
30 %Max for Surface
Course
As per IRC:15 1970
AndIS: 2386:Part IV
Aggregate Crushing Value for Cement Concrete PavementsSpecified By
![Page 65: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/65.jpg)
Discussion Indirect measure of crushing strength
Low value indicate strong aggregates
Surface course need more strength than base course
Should not exceed 30% for cement concrete surface ,and 45% for others
![Page 66: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/66.jpg)
2. Aggregate Impact Test
![Page 67: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/67.jpg)
Significance This test assesses the suitability of aggregate as
regards the toughness for use in pavement construction
Road aggregates subjected to pounding action due to traffic loads- so possibility of breaking
Should be tough enough- so proper aggregates to be used
Suitability to be checked by laboratory tests
![Page 68: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/68.jpg)
Test Set-up
![Page 69: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/69.jpg)
Procedure
1. Aggregate passing through 12.5 mm IS sieve and retained on
10 mm sieve is filled in the cylindrical measure in 3 layers by
tamping each layer by 25 blows. Determine the net weight of
aggregate in the measure (W1)
2. Sample is transferred from the measure to the cup of
aggregate impact testing machine and compacted by tamping
25 times
3. The hammer is raised to height of 38 cm above the upper
surface of the aggregates in the cup and is allowed to fall freely
on the specimen
![Page 70: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/70.jpg)
Test In progress
![Page 71: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/71.jpg)
Contd….
After subjecting the test specimen to 15blows, the crushed aggregate is sieved through IS 2.36 mm sieve
Weigh the fraction passing through IS 2.36 mm sieve(W2)
Aggregate impact value = W2 / W1 x100
w2 = Weight of fines passing 2.36 mmw1 = Weight of sample
Mean of the two values reported
![Page 72: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/72.jpg)
Observation Sheet
Note: Value Recorded to the Nearest Whole Number
Aggregate Impact Value=W2/W1*100
Wt. of Aggregate SamplePassing 2.36 mm SieveAfter the Test= W2(gms)
Wt. of Aggregate SampleFilling in The Cylinder=W1(gms)
321Avg
Test No.Observations
![Page 73: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/73.jpg)
Observation SheetObservations
Test No.Avg
1 2 3Wt. of Aggregate SampleFilling in The Cylinder=W1 (gms)
319 323
Wt. of Aggregate SamplePassing 2.36 mm SieveAfter the Test= W2 (gms)
65 68
Aggregate Impact Value=
W2 / W1 x10020.37 21.05 21
Note: Value Recorded to the Nearest Whole Number
![Page 74: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/74.jpg)
Specifications
30Bituminous Wearing SurfacesIS: 2386: Part IV and IRC:15 1970; MORTH: 2001
30WBM Surface course35
Bituminous Macadam, Basecourse
45Cement Concrete Base course
50WBM Sub-base course
Aggregate Impact Value, Max, %Type of Pavement Material/Layer
![Page 75: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/75.jpg)
3. Los Angeles Abrasion Test
![Page 76: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/76.jpg)
Significance It is resistance to wear or hardness of
aggregates
Road aggregates at the top subjected to wearing action
Under traffic loads abrasion/attrition action within the layers as well
To determine suitability, tests have to be carried out
![Page 77: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/77.jpg)
Test Set-up
![Page 78: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/78.jpg)
Procedure1. Aggregates dried in oven at 105 -110 ° C. to constant
weight conforming to any one of the gradings
E.g. 1250 gm of 40-25 mm, 1250 gm of 25-20 mm, 1250 gm of 20-12.5 mm, 1250 gm of 12.5-10 mm, with 12 steel balls
2. Aggregate weighing 5 kg or 10 kg is placed in cylinder of the machine ( W1 gms)
3. Machine is rotated at 30-33 rpm for 500 revolutions
4. Machine is stopped and complete material is taken out including dust
![Page 79: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/79.jpg)
Grading Requirement
5000±2512-----50005000---G
5000±2512-----NA50005000--F
5000±2512-------500025002500E
5000±2565000---------D
5000±258-25002500-------C
5000±2511---25002500-----B
5000±2512---1250125012501250---A
Wt. of
Charge, g
No. of
Spheres
4.75-2.36
6.3-4.75
10-6.3
12.5-10
20-12.5
25-20
40-25
50-40
63-50
80-63
AbrasiveCharge
Wt. in gms of each Sample in the Size Range, mmGrading
![Page 80: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/80.jpg)
After 500 – 1000 revolutions
![Page 81: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/81.jpg)
Contd….
6. Sieved through 1.7 mm sieve
7. Weight passing is determined by washing the portion retained, oven drying and weighing (W2gms)
8. Aggregate abrasion value is determinedLAAV = W2 / W1 x100
W2 = Weight of fines passing 1.7 mmW1 = Weight of the sample
![Page 82: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/82.jpg)
Specifications
60WBM Sub-base course
IS: 2386: Part IV; IRC:15 1970; IS: 383 30
Bituminous/Cement concrete Wearing course
35Bituminous Carpet, SD, Cement Concrete surface course
40WBM Surface course, BM binder course
50WBM Base course with bit. Surfacing, BM Base course
L. A. Abrasion Value, Max, %Type of Pavement Layer
![Page 83: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/83.jpg)
Discussion
Select a grading close to the project for testing
Simulate both abrasion and impact due to wheel loads
It determines the hardness of the stone
![Page 84: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/84.jpg)
4. Shape Tests
Determination of:
a.Flakiness Indexb.Elongation Indexc. Angularity Number
![Page 85: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/85.jpg)
Significance Shape of crushed aggregates determined by the percentage of
flaky and elongated particles
Shape of gravel determined by its angularity number
Flaky and elongated aggregate particles tend to break under heavy traffic loads
Rounded aggregates preferred in cement concrete pavements as more workability at less water cement ratio
Angular shape preferred for granular courses/flexible pavement layers due to better interlocking and hence more stability
![Page 86: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/86.jpg)
Test Set-up
Length Gauge for Elongation Index
Thickness Gauge for Flakiness Index
![Page 87: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/87.jpg)
Procedure (Flakiness)
(a). Flakiness Index: The flakiness index of aggregates is the
percentage by weight of particles whose least dimension is less than
three-fifths (0.6) of their mean dimension. Applicable to sizes>= 6.3
mm
1.The sample is sieved through IS sieve sizes 63, 50, 40, 31.5, 25,
20, 16, 12.5, 10 and 6.3 mm
2. Minimum 200 pieces of each fraction to be tested are taken and
weighed (W1 gm)
3. Separate the flaky material by using the standard thickness gauge
![Page 88: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/88.jpg)
Flakiness Index Test in Progress
![Page 89: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/89.jpg)
Flakiness
The amount of flaky material is weighed to an accuracy of 0.1 percent of the test sample
If W1, W2, …, Wi are the total weights of each size of aggregates taken
If w1, w2, …, wi are the weights of material passing the different thickness gauges then:
%100%100....)(....)(
21
21
ii
ii
W
w
WWwwFI
![Page 90: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/90.jpg)
Observation sheet (Flakiness Index)
Passing through
I.S. Seive, (mm)
Retained on I.S. Seive, (mm)
63 50 W1= 23.9 w1=50 40 W2= 27 w2=40 31.5 W3= 19.5 w3=
31.5 25 W4= 16.95 w4=25 20 W5= 13.5 w5=20 16 W6= 10.8 w6=16 12.5 W7= 8.55 w7=
12.5 10 W8= 6.75 w8=10 6.3 W9= 4.89 w9=
Total W= w=
Size of aggregate Wt. Of the fraction
consisting of at least 200
pieces (gm)
Thickness gauge size,
(0.6 times the mean sieve)
(mm)
Weight of aggregate in each fraction passing thickness gauge
(gms)
![Page 91: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/91.jpg)
Elongation IndexElongation Index: The percentage by weight of particles whose greatest dimension is greater than one and four fifth times (1.8 times) their mean dimension. Applicable to sizes >=6.3 mm
1. The sample is sieved through sieve sizes, 50, 40, 25, 20, 16, 12.5, 10 and 6.3
2. Minimum 200 pieces of each fraction to be tested are taken and weighed (W1 gm)
3. Separate the elongated material by using the standard
length gauge
![Page 92: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/92.jpg)
Elongation Index Test in Progress
![Page 93: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/93.jpg)
Elongation Index
The amount of elongated material is weighed to an accuracy of 0.1 percent of the test sample
If W1, W2, …, Wi are the total weights of each size of aggregates taken
If w1, w2, …, wi are the weights of material retained on different thickness gauges then:
%100%100....)(....)(
21
21
ii
ii
W
w
WWwwEI
![Page 94: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/94.jpg)
Observation sheet (Elongation Index)
Passing through
I.S. Seive, (mm)
Retained on I.S. Seive, (mm)
50 40 W1= 81 w1=40 25 W2= 58 w2=25 20 W3= 40.5 w3=20 16 W4= 32.4 w4=16 12.5 W5= 25.5 w5=
12.5 10 W6= 20.2 w6=10 6.3 W7= 14.7 w7=
Total W= w=
Size of aggregateWt. Of the
fraction consisting of at least 200 pieces (gm)
Length gauge size, (1.8 times the mean
sieve) (mm)
Weight of aggregate in each fraction retained on
length gauge (gms)
![Page 95: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/95.jpg)
Specifications
15(do)Bit. Macadam, WBM base & surfacing course
IS: 2386, Part I; IRC: 14-48 ; MORTH: 2001
35Cement Concrete
25(do)Asphaltic concretePenetration macadamBit. Surface dressing
30(Combined FI and EI)Bituminous carpet
Limit of Flakiness Index(%)Type of pavement construction
![Page 96: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/96.jpg)
Angularity number
The angularity number measures the percent voids in excess of 33 percent which is obtained in the case of the most rounded gravel particles.
Range: 0-11 (rounded gravel-crushed angular)
1. The cylinder is calibrated by determining the weight of water at 27oC required to fill it
2. Aggregate is sieved through 20, 16, 12.5, 10, 6.3 and 4.75 mm IS sieves
3. About 10 kg of the predominant size should be available
![Page 97: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/97.jpg)
Test in Progress
![Page 98: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/98.jpg)
Contd….
4. The sample of single-size aggregate is dried in an oven at 100o
to 110oC for 24 hours and then cooled
5. The scoop is filled with aggregate which is allowed to slide gently into the cylinder from the lowest possible height
6. The aggregate is filled in three layers, tamping each layer evenly 100 times with a tamping rod
7. After the third layer is tamped, the aggregates are struck off level with the help of tamping rod and surface finished
8. The aggregate with cylinder is now weighed to the nearest 5 g. The mean weight of aggregate is found
![Page 99: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/99.jpg)
Calculations and Observation SheetAngularity number AN = 67 - W x 100
G x Cwhere, W = mean weight of aggregates in the cylinder,g
C = Weight of water required to fill the cylinder,gG = Specific gravity of aggregate (2.71)
Weight of water filling the cylinder = C g = Specific gravity of the aggregate = G =
ParticularsTrial number
Mean1 2 3
Weight of aggregate filling thecylinder to the nearest five grams, g 4185 4195 4190Mean weight of aggregate filling the cylinder, Wt =2870Angularity Number = 67 – { (4190/2.71x100)/C } = 13
![Page 100: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/100.jpg)
Discussion
Elongated, flaky and angular materials decreases the workability of the mix, and not preferred in cement concrete
Angular aggregates are preferred in flexible pavement at WBM / WMM
Angularity number ranges from zero for perfectly rounded aggregate (rounded pebbles) to about 11 percent for freshly crushed aggregates
But for DBM & BC mix design may be modified to incorporate high angularity number
![Page 101: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/101.jpg)
5. Penetration test
![Page 102: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/102.jpg)
Significance
The penetration test determine the hardness or softness of bitumen
The bitumen grade is specified in terms of the penetration value
30/40 and 80/100 grade bitumen are commonly used
In hot climates a lower penetration grade bitumen is preferred and vise versa
![Page 103: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/103.jpg)
Significance
Consistency of bitumen varies with temperature, constituents, refining process, etc.
Viscosity is an absolute property, but could not be determined easily
Viscosity of cutback bitumen by indirect method (orifice viscometer)
Too soft for penetration, too hard for orifice then perform float test
![Page 104: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/104.jpg)
Significance
Basic principle of penetration test:measurement of penetration in units of 1/10th of a mm of a standard needle of 100 gm in a bitumen sample kept at 25°C for 5 seconds
Higher penetration implies softer grade
Purpose is classification
![Page 105: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/105.jpg)
FigurePenetrometere Water Bath
Weight
Dial
NeedleMould
Temperature Controller
![Page 106: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/106.jpg)
Procedure Heat the bitumen to softening point +900 C
Pour the bitumen into the container at least 10 mm above the
expected penetration
Place all the sample containers to cool in atmospheric temperature
for 1 hour
Place the sample containers in temperature controlled water bath at
a temperature of 250 C ± 1o C for a period of 1 hour
Fill the transfer dish with water from the water bath to cover the
container completely
![Page 107: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/107.jpg)
![Page 108: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/108.jpg)
Continue. . . .
Take off the sample container from the water bath,place in transfer dish and place under the middle ofpenetrometer
Adjust the needle to make a contact with surface of the
sample
See the dial reading and release the needle exactly for
5 seconds
Note the final reading
Difference between the initial and final readings is taken
as the penetration value in 1/10th of mm
![Page 109: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/109.jpg)
Penetro-meter dial readings
Sample No 1 Sample No 2
Test 1
Test 2
Test 3
Mean value
Test 1
Test 2
Test 3
Mean value
Initial 0 0 0
Final 85 85 75
Average Value = 82 (Grade is 80/100)
(i) Pouring temperature = 100 oC
(ii) Period of cooling in atmosphere, minutes = 60 mts(iii) Room temperature = 27 oC
(iv) Period of cooling in water bath, minutes = 60 mts
(v) Actual test temperature = 25 oC
Observation Sheet
![Page 110: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/110.jpg)
IS Specifications
7%Above 225
5%80-225
4%0-80
RepeatabilityPenetration Grade
175-22580-10060-7040-5030-4020-30Penetration Value
A200 & S200
A90 &S90
A65 &S65
A45 & S45
A35 &S35A25Bitumen
Grade
![Page 111: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/111.jpg)
Discussion
Test is highly influenced by the pouring temperature, size of needle, weight of needle, test temperature, duration of release of needle
IRC suggests 30/40, 60/70, 80/100 for BM
High penetration grade is desirable in colder regions
Penetration below 20 will result in cracking
For lower penetration, bonding is difficult, but once achieved will remain for a long time
![Page 112: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/112.jpg)
6. Ductility Test
![Page 113: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/113.jpg)
Ductility Machine
![Page 114: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/114.jpg)
Significance
The ductility of bitumen improves the physicalinterlocking of the aggregate bitumen mixes
Under traffic loads the pavement layer is subjected torepeated deformation. The binder material of lowductility would crack and thus provide perviouspavement surface
The test is believed to measure the adhesive property ofbitumen and its ability to stretch
![Page 115: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/115.jpg)
Significance
Ductility and penetration go together, in general, but exception can happen
Ductility is the distance in cm to which a standard briquette of bitumen can be stretched before the thread breaks
Ductile materials is one which elongates when held in tension
![Page 116: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/116.jpg)
Procedure The bitumen sample is melted to temperature of 75oC to
100oC above the approx. softening point until it is fluid
It is strained through IS sieve 30, poured in mould
assembly and placed on a brass plate, after a solution of
glycerine or dextrine is applied over all surfaces of the
mould exposed to bitumen
Thirty to forty minutes after the sample is poured into the
moulds, the plate assembly along with the sample is
placed in water bath maintained at 27oC for 30 minutes
![Page 117: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/117.jpg)
Briquette Moulds
![Page 118: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/118.jpg)
Continue. . . .
The sample and mould assembly are removedfrom water bath and excess bitumen material is cutoff by leveling the surface using hot knife
After trimming the specimen, the mould assembly
containing sample is replaced in water bath
maintained at 27oC for 85 to 95 minutes
The slides of the mould are then removed and the
clips are carefully hooked on the machine without
causing any initial strain
The pointer is set to read zero
![Page 119: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/119.jpg)
Ductilometer In Operation
![Page 120: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/120.jpg)
Continue. . . .
The machine is started and the two clips are thuspulled apart horizontally
While the test is in operation, it is checked whether
the sample is immersed in water up to a depth of at
least 10mm
The distance at which the bitumen thread breaks is
recorded (in cm) and reported as ductility value
![Page 121: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/121.jpg)
Breaking of Thread
![Page 122: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/122.jpg)
Observation sheet(i) Grade of bitumen = 60/70(ii) Pouring temperature °C = 100 oC(iii) Test temperature = 27 oC(iv) Period of cooling (minutes) in Air = 40 min
In water bath before trimming = 30 minIn water bath after trimming = 90 min
Test PropertyBriquette Number Mean
Valuea b cDuctility (cm) 74 76 75
Repeatability %
Reproducibility %
![Page 123: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/123.jpg)
IS Specification
Note: S denotes sources other than Assam petroleum
75S 45,S 65 & S 90
50S 35
Minimum Ductility (cm)
Source of Paving Bitumen & Penetration Grade
10%Reproducibility
5%Repeatability
![Page 124: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/124.jpg)
Discussion
Ductility of bitumen is affected by the pouring temperature, briquette size, placement of briquette, test temperature, rate of pulling
Ductility value ranges from 5-100. Low value implies cracking. Some minimum ductility is needed for flexural strength
The lack of ductility does not necessarily indicate poor quality.
![Page 125: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/125.jpg)
7. Softening Point
![Page 126: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/126.jpg)
Significance
Bitumen does not melt, but change gradually from solid to liquid
Softening point is the temperature at which the bitumen attains particular degree of softening under specified test conditions
Ring and ball apparatus is used for the test
![Page 127: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/127.jpg)
Ring & Ball Test Set-up
Glass Beaker
Brass Rings(In Ø=15.9 Mm & Out Ø=17.5mm
Steel Balls ø = 9.5 mm (2.5g)
Metallic Support
Thermometer
Mechanical Stirrer
Temp Controlled Heating Plate
![Page 128: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/128.jpg)
Procedure Heat the bitumen to a temperature between 125oC to
150oC
Heat the rings at the same temperature on a hot plate
& place on glass plate coated with glycerin
Fill up the rings with bitumen
Cool for 30 minutes in air and level the surface with
a hot knife
Set the rings in the assembly and place in the bath
containing distilled water at 5oC and maintain that
temperature for 15 minutes
![Page 129: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/129.jpg)
Continue….
Place the balls on the rings
Raise the temperature uniformly at 5oC per minute till
the ball passes trough the rings
Note the temperature at which each of the ball and
sample touches the bottom plate of the support
Temperature shall be recorded as the softening point
of the bitumen
![Page 130: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/130.jpg)
Observation table(i) Grade of bitumen = 60/70(ii) Approximate softening point = 40 oC(iii) Liquid used in water bath(water/Glycerin) = water(iv) Period of air cooling (minutes) = 30 min(v) Period of cooling in water bath(minutes) = 15 min
Test PropertySample
a b meanTemperature at each sample
touches bottom plate 42 42 42
Repeatability %
Reproducibility %
![Page 131: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/131.jpg)
IS SpecificationsSoftening Point Repeatability (oC) Reproducibility (oC)
<30oC 2 4
30oC- 80oC 1 2
>80oC 2 4
Bitumen Grades Softening Point (oc)S 35 55-65
A 45, S 45 & A 65 45-60S 65 40-55
A 90 & S 90 35-50A 200 & S 200 30-45
Note: S denotes sources other than Assam petroleum
![Page 132: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/132.jpg)
Discussion
Test is affected by quality of liquid, weight of ball, rate of heating etc
It gives an idea of the temperature at which the bituminous material attains a certain viscosity
Bitumen with higher softening point is used in warmer places
Softening point is very critical for thick films like joint and crack fillers, to ensure they will not flow
![Page 133: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/133.jpg)
Marshall Mix Design
CE 328 Transportation Engineering I
![Page 134: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/134.jpg)
Overview
• Specimen preparation• Properties of the mix• Marshall stability and flow• Optimum bitumen content• Numerical examples
1/4/2012 Marshall Mix Design 134
![Page 135: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/135.jpg)
1/4/2012 Dry Mix Design 135
Gradation for BC surface course of 40 mm
![Page 136: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/136.jpg)
Specimen preparation• Approximately 1200gm of aggregates and
filler is heated to temperature of 1750-1900 C
• Bitumen is heated to a temperature of 1210-1250 C with first trial percentage of bitumen (say 3.5 or 4% by weight of the mineral aggregates)
• Heated aggregates and bitumen are thoroughly mixed at a temperature of 1540-1600 C
Marshall Mix Design1/4/2012 136
![Page 137: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/137.jpg)
Specimen preparation• Mix is placed in a preheated
mould and compacted by a rammer with 50 blows on either side at temperature of 1380 C to 1490 C
• Weight of mixed aggregates taken for the preparation of the specimen may be suitably altered to obtain a compacted thickness of 63.5+/-3 mm
Marshall Mix Design1/4/2012 137
![Page 138: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/138.jpg)
Specimen preparation
Marshall Mix Design1/4/2012 138
Thickness63.5+/-3 mm
Diameter 100 mm
![Page 139: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/139.jpg)
Properties of the mix• Theoretical specific gravity Gt
• Bulk specific gravity of the mix Gm
• Percent air voids Vv
• Percent volume of bitumen Vb
• Percent void in mixed aggregate VMA • Percent voids filled with bitumen VFB
Marshall Mix Design1/4/2012 139
![Page 140: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/140.jpg)
Phase diagram of a bituminous mix
Marshall Mix Design1/4/2012 140
![Page 141: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/141.jpg)
Theoretical specic gravity of mix Gt
• Specific gravity without considering air voids
• Where W1: Weight of coarse aggregate in total mixW2: Weight of fine aggregate in total mixW3: Weight of filler in total mix
Marshall Mix Design1/4/2012 141
![Page 142: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/142.jpg)
Wb: Weight of bitumen in total mix
G1: Apparent specific gravity of coarse aggregate
G2: Apparent specific gravity of fine aggregate
G3: Apparent specific gravity of filler
Gb: Apparent specific gravity of bitumen
Marshall Mix Design1/4/2012 142
![Page 143: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/143.jpg)
Bulk specific gravity of mix Gm
• Specific gravity considering air voids
• Where Wm: Weight of mix in airWw: Weight of mix in waterWm - Ww gives the volume of the mix
Marshall Mix Design1/4/2012 143
![Page 144: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/144.jpg)
Air voids percent Vv
• Percent of air voids by volume in the specimen
Gt: Theoretical specific gravity of mix
Gm: Bulk or actual specific gravity of mix
Marshall Mix Design1/4/2012 144
![Page 145: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/145.jpg)
Air voids percent Vv
Marshall Mix Design1/4/2012 145
![Page 146: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/146.jpg)
Percent volume of bitumen Vb
• Percent of volume of bitumen
• W1: Wt of coarse agg.W2: Wt of fine agg.W3: Wt of fillerWb: Wt of bitumenGb: Sp. Gr. of bitumenGm: Bulk sp. gravity
Marshall Mix Design1/4/2012 146
![Page 147: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/147.jpg)
Voids in mineral aggregate VMA• Volume of voids in aggregates• Sum of air voids & volume of bitumen
VMA = Vv + Vb
• where Vv: Percent air voids in the mix• Vb: Percent bitumen content in mix
Marshall Mix Design1/4/2012 147
![Page 148: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/148.jpg)
Voids filled with bitumen VFB• Voids in mineral aggregate frame work
filled with the bitumen
VFB = Vb / VMA X 100
• Vb: Percent bitumen content in mix
VMA: Percent voids in mineral aggregate
Marshall Mix Design1/4/2012 148
![Page 149: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/149.jpg)
1/4/2012
Marshall stability and Flow value• Marshall stability and flow test provides the
performance prediction measure
• Stability portion of test measures maximum load supported by test specimen at a loading rate of 50.8 mm/min
• Load is applied to the specimen till failure, and maximum load is designated as stability
149
![Page 150: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/150.jpg)
Marshall stability and Flow value• During the loading, an attached dial
gauge measures the specimen's plastic flow (deformation) due to the loading
• Flow value is recorded in 0.25 mm (0.01 inch) increments at the same time when the maximum load is recorded
Marshall Mix Design1/4/2012 150
![Page 151: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/151.jpg)
Marshall stability and Flow value• Marshall Stability
– Maximum load required to produce failure when specimen is preheated to a prescribed temperature placed in a special test head and the load is applied at a constant strain (5 cm per minute)
• Flow Value– The deformation at failure point expressed in
units of 0.25 mm
Marshall Mix Design1/4/2012 151
![Page 152: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/152.jpg)
Marshall stability and Flow value
Marshall Mix Design1/4/2012 152
![Page 153: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/153.jpg)
Apply stability correction• It is possible while making the specimen
thickness slightly vary from standard specification of 63.5mm
• Measured stability values need to be corrected to those which would have been obtained if specimens had been exactly 63.5mm
• Multiplying each measured stability value by an appropriated correlation factors
Marshall Mix Design1/4/2012 153
![Page 154: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/154.jpg)
Correction factors for Marshall stability values
Marshall Mix Design1/4/2012 154
![Page 155: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/155.jpg)
Prepare graphical plots• Vary the bitumen content in the next trial by
+ 0.5 % and repeat the above procedure. • Number of trials are predetermined.• Marshall
Test Setup
Marshall Mix Design1/4/2012 155
![Page 156: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/156.jpg)
Prepare graphical plots1. Binder content versus corrected
Marshall stability2. Binder content versus Marshall ow3. Binder content versus percentage of
void (Vv) in the total mix4. Binder content versus voids filled
with bitumen (VFB)5. Binder content versus unit weight or
bulk specic gravity (Gm)Marshall Mix Design1/4/2012 156
![Page 157: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/157.jpg)
Marshal graphical plots
Marshall Mix Design1/4/2012 157
![Page 158: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/158.jpg)
Determine optimum bitumen content• Average bitumen contents from:
1. Binder content Vs Stability2. Binder content Vs Gm3. Binder content at design Vv
Air voids Vv = 4%
Marshall Mix Design1/4/2012 158
![Page 159: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/159.jpg)
Marshal graphical plots
Marshall Mix Design1/4/2012 159
![Page 160: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/160.jpg)
Determine optimum bitumen content• The stability value, flow value, and VFB are
checked with Marshall mix design specification chart
• Mixes with very high stability value and low flow value are not desirable as the pavements constructed with such mixes are likely to develop cracks due to heavy moving loads
Marshall Mix Design1/4/2012 160
![Page 161: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/161.jpg)
Marshall mix design specification
Marshall Mix Design1/4/2012 161
![Page 162: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/162.jpg)
Numerical example - 1• The specific gravities and weight proportions
for aggregate and bitumen are as under for the preparation of Marshall mix design
• Volume and weight of one Marshall specimen was found to be 475 cc and 1100 gm
• Assuming absorption of bitumen in aggregate is zero
• Find Vv, Vb, VMA and VFBMarshall Mix Design1/4/2012 162
![Page 163: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/163.jpg)
Solution
Marshall Mix Design1/4/2012 163
![Page 164: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/164.jpg)
Marshall Mix Design1/4/2012 164
![Page 165: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/165.jpg)
Numerical example - 2• The results of Marshall test for five
specimens is given below. Find the optimum bitumen content of the mix
Marshall Mix Design1/4/2012 165
![Page 166: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/166.jpg)
Solution• Plot the graphs• bitumen content corresponding to
1. Max stability = 5 %2. Max Gm = 5 %3. 4% air void = 3 %
• Optimum bitumen content = 4.33 %– average of above– Design bitumen content
Marshall Mix Design1/4/2012 166
![Page 168: transportation lab manual](https://reader034.fdocuments.us/reader034/viewer/2022052410/553067cc550346310f8b4728/html5/thumbnails/168.jpg)
8. Marshall Stability Test
9. Bitumen Extraction Test
10. Traffic studies: Volume study
Other tests