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Faculty of Engineering Islamic University of Gaza
Materials & Soil Labs Civil Engineering Department
Materials Testing
Prepared by:
Eng. A.Al Kourd Eng. Adel Hammad
2009/2010
Sampling
- Sampling from Roadway (Bases & Subbases)
- Sampling Stockpiles
- Belt sampling
- Tube Sampling
- Quartering or Splitting Samples
- Sampling Bituminous Paving Mixtures
Sampling
Roadway Sampling
-Two random samples shall be obtained from different areas of the lot and Tested separately.
-The samples shall be a minimum of 30 kg. each.
- The sample shall be Taken for the full depth of the layer being sampled using a steel sampling ring approved by The Department. No sample shall be taken from within (0.6 m) of the edge Of The spread of material.
Production Stockpile Sampling- Obtain the sample from an area that represents material. -The material should be approximately one loader bucket load. -The loading unit shall dump the material on the ground .-Strike off and level to approximately half the original pile height. -The flat surface shall be divided into four sections.- Identify sampling areas as A, B, C, and D, as shown below.Opposite quadrants
such as A and D, shall be used To acquire the sample
Material first dumped Material after being on Ground Leveled off and sectioned
Belt Sampling
-Two random samples shall be obtained from different portions of the lot and tested separately .
-The samples shall be taken from the conveyor belt before theMaterial has passed through the pug mill.
-The sample is obtained by isolating a cross section of the belt and removing all material inside of the isolated cross section.
Tube Sampling
-Fine aggregate samples may be obtained from the stockpile using a tube approved by the Department. The tube shall be a minimum of 1 ¼ ” ( 30mm) in diameter by 6 Feet ( 2m) in length.
-The tube shall be constructed of aluminum and shall have square cut ends.
-The sample is obtained by inserting the tube into the stockpile
-At evenly spaced locations across the load face of the pile. A minimum of five insertions of the tube shall be made.
-The insertions are to be made at a minimum height of three feet from the bottom of the pile.
Building Materials Laboratory Manual Fall 2007-2008
Prepared by: B. J. Farid 2
Reducing Field Sample of Aggregate to Test Sample
ASTM C 702, D75
Purpose: To obtain laboratory samples of aggregates from stockpiles.
Equipment: Shovel, scoop , boom.
Procedure: 1-Obtain a sample of aggregate (about 50 kg) from three places in the
stockpile: from the top third, at the midpoint, and from the bottom third
of the volume of the pile.
2- Place the field sample on a hard, clean level surface.
3- Mix the material thoroughly by turning the entire sample three times.
4- Shovel the entire sample into a conical pile.
5- Carefully flatten the conical to a uniform thickness and diameter by
pressing down the apex with a shovel. ( The diameter should be
approximately four to eight times the thickness).
6- Divide the flattened mass into four equal quarters with a shovel.
7- Remove two diagonally opposite quarters. Brush the cleared spaces
clean.
8-Mix and quarter the remaining materials until the sample is reduced to
the desired size.
Note The sample splitters can be used instead of flattening the mass on a
level surface.
Aggregate Testing
Aggregate Testingó Physical: Grading, Shape, Relative Density, Bulk Density,
Water Absorption ó Strength: Franklin Point Load ó Mechanical: Los Angeles Abrasion ,crushing test,impact ó Durability: Sulphate Soundness, Frost Heave, Slake Durability
Index. ó Chemical: Organic Matter, Chloride, Sulphate or full analysis ó Specialist: Petrography, Chemical Test, Mortar Bar and
Accelerated Mortar Bar and Concrete Prism Method
Aggregate and Materials Testing
ó Basic Properties ó Gradation ó Moisture Content ó Bulk Specific Gravity ó Unit Weight ó Dry Rodded Density ó Absorption ó Organic Content ó Clay Lumps ó Material Finer than 75 m m by Washing ó Sand Equivalent ó Flat and Elongated Coarse Aggregate Particles ó Crushed Particles Count (one face and two face) ó Petrographic Examination of Fine and Coarse Aggregates ó Petrographic Number evaluation of Coarse Aggregates
ó Durability
ó Magnesium or Sodium Sulphate Soundness Testing on Fine or Coarse Aggregate
ó Los Angeles Abrasion of Coarse Aggregate ó Aggregate Crushing Value ó Slake Durability ó Expansion Testing ó Freezing and Thawing of Coarse Aggregate ó Degredation Test ó Durability Index ó Sand Equivalent
ó Alkali-Aggregate Reaction:ó Accelerated Mortar Bar Test (ASTM C-1260)ó Concrete Prism Expansivity Test (ASTM C-1293 ó Alkali-Carbonate Reaction (by Chemical Analysis) ó Petrographic Examination of Hardened Concrete
(ASTM C-856)
Specific Gravity and Moisture
Aggregate Moisture
Absorbed water (n.) water present in the pervious pores of porous aggregate particles.
Aggregate Moisture
Surface water (n.) water present on the surface of aggregate particles (also called free water).
Aggregate Moisture
+ =
AbsorbedWater
TotalWater
SurfaceWater
CIVL 3137 74
Moisture States of Aggregate
oven-dry
air-dry
SSD
wet
Moisture Content
Total moisture content (n.) the total weight of water present, expressed as a percentage of the oven-dry weight.
−= ×⎛ ⎞⎜ ⎟⎝ ⎠
ODagg
OD
mtotal MC
m
m100%
Moisture Content
Surface moisture content (n.) the weight of water in excess of that needed to saturate the sample.
−= ×⎛ ⎞⎜ ⎟⎝ ⎠
Sagg
OD
SDm
surface MC 100%m
m
Moisture Content
Absorption (n.) the weight of water needed to saturate the sample.
−= ×⎛ ⎞⎜ ⎟⎝ ⎠OD
DSSD Om
absorption 100%m
m
Achieving an SSD State
Coarse aggregate should be soaked in room temperature water for 24±4 h then rolled in a large absorbent cloth to remove all visible surface moisture.
Achieving an SSD State
Fine aggregate should be brought to a moisture content of at least 6% and allowed to stand for 24±4 h. Aggregate is then spread out on a nonabsorbent surface and warm air is blown across it until it attains a free flowing condition.
Question
• A 1-ft3 bucket holds 100 lb of aggregate. How much of the 1-ft3
volume is occupied by the aggregate particles themselves?
Particle Density
Particle density (n.) the ratio of the mass of an aggregate particle to its own volume (also called mass density of solids).
ρ = parts
part
mV
Specific Gravity
Specific Gravity (n.) the mass density of an object relative to the mass density of de-aired, distilled water.
ρ= =ρ × ρ
partss
w part w
mG
V
CIVL 3137 84
Specific Gravity
Specific gravity depends on the volumeyou assume for the aggregate particles.
NetVolume
GrossVolume
CIVL 3137 85
Measuring Specific Gravity
= =−
particle in airs
water displaced in air in water
W WG
W W W
CIVL 3137 86
Buoyancy
Wdispl
Win water
=Win air
CIVL 3137 87
Apparent Specific Gravity
=−
ODin air
inapp OD
air in water
WG
W W
net volume
CIVL 3137 88
Bulk Specific Gravity
=−
in air
in airbulk SS
O
in water
OD
DD W
GW W
gross volume
CIVL 3137 89
Bulk Specific Gravity
=−
SSDin air
in aibulk SSD
r in water
SSD WG
W W
gross volume
Porosity
Porosity (n.) the volume of the pervious pores expressed as a percentage of the gross volume.
−= ×
gross volume net volumen 100%
gross volume
Bulk Density and Voids
Question
• A 1-ft3 bucket holds 100 lb of aggregate. How much of the 1-ft3
volume is occupied by the air between the aggregate particles?
Void Content
Void Content (n.) the volume of void spaces between particles expressed as a percentage of the volume needed to contain all of the particles.
= ×voids
bucket
Vvoid content 100%
V
CIVL 3137 98
Which Void Content?
Voids + Pores Voids Alone
Question
What determines the void content of a given aggregate sample?
CIVL 3137 100
Effects of Particle Size
Void content = 48% Void content = 48%
CIVL 3137 101
Effects of Particle Gradation
Void content = 48% Void content = 41%
CIVL 3137 102
Effects of Particle Gradation
Void content = 48% Void content = 48%Void content = 41%
100% CA 100% FACA:FA Blend
CIVL 3137 103
Effects of Particle Gradation
20
30
40
0 20 40 60 80 100
Percentage of Sand in Blend
Voi
d Co
nten
t (%
)
Aggregate Gradation
CIVL 3137 27
Gradation Analysis⎧⎪⎪⎪⎨⎪⎪⎪⎩
percent coarseror
percent retained
⎧⎪⎪⎪⎨⎪⎪⎪⎩
percent fineror
percent pas sing
Percentagesare calculatedby mass
Sieves
Shakers
Gilson Shaker Mary Ann Shaker
Gradation Analysis - Sieve Analysis (ASTM D 422)
Gradation Analysis - Sieve Analysis (ASTM D 422)1- Apparatus and Equipments
2- Weigh out about 500g of sandy soil. Note: The size of the sample depends on the maximum grain size. Check Table in ASTM standards
3- Determine the masses of the sieves.
4- Assemble sieves, with the sieves with the larger openings on top and a pan at the bottom. Place the soil on top
5- Place lid on top. Tighten down on to sieving machine
6- Run sieving machine for 4 minutes. Inspect sieves, and visually assess the masses retained in the sieves
7- Determine the masses of the sieves including the retained soil
8- Calculate percent passing for each sieve aperture, and draw plot on graph. Determine Cu and Cc of the soil
FINENESS MODULUS
CIVL 3137 30
Gradation Chart
0
20
40
60
80
100
Opening Size (mm)
Perc
ent
Pass
ing
Total mass percent passing each sieve
Gradation Example
CIVL 3137 32
Coarse Aggregate SievesSieve
DesignationOpening
(in)Opening
(mm)3 in 3.00 75.02 in 2.00 50.0
1½ in 1.50 37.51 in 1.00 25.0
3/4 in 0.75 19.01/2 in 0.50 12.5
3/8 in 0.375 9.50
Bold = Full sieves
CIVL 3137 33
Fine Aggregate SievesSieve
Designation Opening
(in) Opening
(mm) No. 4 0.187 4.75 No. 8 0.0937 2.36
No. 16 0.0469 1.18 No. 30 0.0234 0.60 No. 50 0.0117 0.30 No. 100 0.0059 0.15 No. 200 0.0030 0.075
Bold = Full sieves
Aggregate Size
Gravel Sand Silt & Clay
4.75 2.36 1.18 0.60 0.30 0.15 0.075 mm
Coarse Fine
Coarse Fine Filler
Soil Mechanics
Concrete
Asphalt
No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. 200
CIVL 3137 35
Range of Sieve SizesSieve
DesignationOpening
(in)Opening
(mm)3 in 3.00 75.0
. . .
. . .
. . .
No. 200 0.0030 0.075
CIVL 3137 36
Gradation Chart
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
(%)
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
1½" ¾" 3/8" 4 8 16 30 50 100 200
CIVL 3137 37
Open-Graded Aggregate
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
1½" ¾" 3/8" 4 8 16 30 50 100 200
opengraded
CIVL 3137 38
Open-Graded Aggregate
Grain-to-grain contactHigh void contentLow but variable densityHigh stability if confinedLow stability unconfinedDifficult to compact
CIVL 3137 39
Dense-Graded Aggregate
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
1½" ¾" 3/8" 4 8 16 30 50 100 200
opengraded
densegraded
CIVL 3137 40
Dense-Graded Aggregate
Grain-to-grain contactLow void contentHigh densityHigh stability if confinedHigh stability unconfinedDifficult to compact
CIVL 3137 41
Gap-Graded Aggregate
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
1½" ¾" 3/8" 4 8 16 30 50 100 200
opengraded
densegraded
gapgraded
CIVL 3137 42
Gap-Graded Aggregate
No grain-to-grain contactHigher void contentLower densityLow stability if confinedLow stability unconfinedEasy to compact
CIVL 3137 43
Uniformly-Graded Aggregate
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
1½" ¾" 3/8" 4 8 16 30 50 100 200
uniformlygraded
Aggregate for Concrete
Source: Design and Control of Concrete Mixtures (PCA, 2007)
Source: Design and Control of Concrete Mixtures (PCA, 2007)
Size Percent By Weight Passing Each Laboratory Sieve
Number 4" 3½" 3" 2½" 2" 1½" 1" ¾" ½" 3/8" No. 4 No. 8 No. 16 No. 50 No. 100
1 100 90–100 – 25–60 – 0–15 – 0–5
2 100 90–100 35–70 0–15 – 0–5
24 100 90–100 – 25–60 – 0–10 0–5
3 100 90–100 35–70 0–15 – 0–5
357 100 95–100 – 35–70 – 10–30 – 0–5
4 100 90–100 20–55 0–15 – 0–5 –
467 100 95–100 – 35–70 – 10–30 0–5
5 100 90–100 20–55 0–10 0–5 –
56 100 90–100 40–85 10–40 0–15 0–5
57 100 95–100 – 25–60 – 0–10 0–5
6 100 90–100 20–55 0–15 0–5 –
67 100 90–100 – 20–55 0–10 0–5
68 100 90–100 – 30–65 5–25 0–10 0–5
7 100 90–100 40–70 0–15 0–5 –
78 100 90–100 40–75 5–25 0–10 0–5
8 100 85–100 10–30 0–10 0–5
89 100 90–100 20–55 5–30 0–10 0–5
9 100 85–100 10–40 0–10 0–5
10 100 85–100 – – – 10–30
Standard Sizes of Processed Aggregate (ASTM C-33)
Size Midpoint Percent By Weight Passing Each Laboratory Sieve
Number 4" 3½" 3" 2½" 2" 1½" 1" ¾" ½" 3/8" No. 4 No. 8 No. 16 No. 50 No. 100
1 100 95 – 42.5 – 7.5 – 2.5
2 100 95 52.5 7.5 – 2.5
24 100 95 – 42.5 – 5 2.5
3 100 95 52.5 7.5 – 2.5
357 100 97.5 – 52.5 – 20 – 2.5
4 100 95 37.5 7.5 – 2.5 –
467 100 97.5 – 52.5 – 20 2.5
5 100 95 37.5 5 2.5 –
56 100 95 62.5 25 7.5 2.5
57 100 97.5 – 42.5 – 5 2.5
6 100 95 37.5 7.5 2.5 –
67 100 95 – 37.5 5 2.5
68 100 95 – 47.5 15 5 2.5
7 100 95 55 7.5 2.5 –
78 100 95 57.5 15 5 2.5
8 100 92.5 20 5 2.5
89 100 95 37.5 17.5 5 2.5
9 100 92.5 25 5 2.5
10 100 92.5 – – – 20
Standard Sizes of Processed Aggregate (ASTM C-33)
GRAIN SIZE DISTRIBUTION GRAPH
0
10
20
30
40
50
60
70
80
90
100
110100
GRAIN SIZE IN MILLIMETERS
PER
CEN
T PA
SSIN
1½" ¾" ⅜" 4 83" 16
2 3 4 5 6 7 8
Standard Sizes of Processed Aggregate (ASTM C-33)
Standard Sizes of Processed Aggregate (ASTM C-33)
GRAIN SIZE DISTRIBUTION GRAPH
0
10
20
30
40
50
60
70
80
90
100
110100
GRAIN SIZE IN MILLIMETERS
PER
CEN
T PA
SSIN
1½" ¾" ⅜" 4 83" 16
5 6 7
56 67
Standard Sizes of Processed Aggregate (ASTM C-33)
GRAIN SIZE DISTRIBUTION GRAPH
0
10
20
30
40
50
60
70
80
90
100
110100
GRAIN SIZE IN MILLIMETERS
PER
CEN
T PA
SSIN
1½" ¾" ⅜" 4 83" 16
5 7
57
Standard Sizes of Processed Aggregate (ASTM C-33)
GRAIN SIZE DISTRIBUTION GRAPH
0
10
20
30
40
50
60
70
80
90
100
110100
GRAIN SIZE IN MILLIMETERS
PER
CEN
T PA
SSIN
1½" ¾" ⅜" 4 83" 16
57
3
357
Standard Sizes of Processed Aggregate (ASTM C-33)
GRAIN SIZE DISTRIBUTION GRAPH
0
10
20
30
40
50
60
70
80
90
100
110100
GRAIN SIZE IN MILLIMETERS
PER
CEN
T PA
SSIN
1½" ¾" ⅜" 4 83" 16
67
4
467
CIVL 3137 54
Fineness Modulus
Fineness modulus (n.) an index of the coarseness or fineness of an aggregate; it is computed as the sum of the fraction retained on each full series sieve starting from the No. 100 sieve.
CIVL 3137 55
Fineness Modulus
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
1½" ¾" 3/8" 4 8 16 30 50 100 200
+ + + + += =
94 80 58 32 10 0FM 2.74
100
CIVL 3137 56
Fineness Modulus
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
1½" ¾" 3/8" 4 8 16 30 50 100 200
FM=FM 2.74
CIVL 3137 57
ASTM C-33 Sand
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
1½" ¾" 3/8" 4 8 16 30 50 100 200
Coarse Sand
Fine Sand
CIVL 3137 58
ASTM C-33 Coarse Sand
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
1½" ¾" 3/8" 4 8 16 30 50 100 200
=FM 3.45
Coarse Sand
CIVL 3137 59
ASTM C-33 Fine Sand
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
1½" ¾" 3/8" 4 8 16 30 50 100 200
Fine Sand
=FM 2.15
Aggregate for Asphalt
CIVL 3137 61
Dense-Graded Aggregate
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
1½" ¾" 3/8" 4 8 16 30 50 100 200
CIVL 3137 62
Fuller’s Curve
Fuller, W.B. and Thompson, S.E. “The laws of proportioning concrete," Transactions of the ASCE, v. 159, 1907.
⎛ ⎞= ⎜ ⎟⎝ ⎠
0.50i
id
pD
pi = percent passing ith sieve
di = opening size of ith sieve
D = maximum particle size
CIVL 3137 63
Fuller’s Curves
0
20
40
60
80
100
0.010.1110100Opening Size (mm)
Perc
ent
Pass
ing
1½" ¾" 3/8" 4 8 16 30 50 100 200
CIVL 3137 64
Fuller’s Curve
In 1962 FHWA published a modified version of Fuller’s equation with a different exponent.
⎛ ⎞= ⎜ ⎟⎝ ⎠
0.450.50
ii
dp
D
pi = percent passing ith sieve
di = opening size of ith sieve
D = maximum particle size
CIVL 3137 65
0.45 Power Chart
0
20
40
60
80
100
0 1 2 3 4 5Opening Size (mm) Raised to the 0.45 Power
Perc
ent
Pass
ing
¾"3/8"4830200
CIVL 3137 66
0.45 Power Chart
0
20
40
60
80
100
0 1 2 3 4 5Opening Size (mm) Raised to the 0.45 Power
Perc
ent
Pass
ing
¾"3/8"4830200
Aggregate Blending
Aggregate Blending Example
Aggregate Particle Shape
Crushing Concrete Slabs – Making Recycled Aggregate
Recycled Aggregate – Crushed PC Concrete
Effects of Particle Shape and Surface Texture of Aggregate on Concrete
• Rough textured and angular aggregates give better bondbetween the aggregate and the cement paste and thus higherstrength for the same water cement ratio. • However, rough and angular aggregates requires more waterto produce the same workability in a fresh concrete. • The two effects offset one another. With satisfactorygradation, both crushed and noncrushed aggregates (of thesame rock type) generally give about the same strength forthe same cement content. • It is undesirable to have flaky & elongated particles.
Laser Profiler
LASS, UT Austin
Automated Quality AssessmentAutomated Quality Assessment
Image creation
Wavelet AnalysisClassification
Aggregates
Quality report
Laser profiling
Background (Cont’d)3D Image
of Particles
(20 ~35 mm)
3D Image Segmentation (Cont’d)Segmented
Image
Canny Edges With Liberal
Threshold Values
Original Particle Picture
Main Features
-- Volume CalculationVolume Calculationóó Flat and Elongated RatioFlat and Elongated Ratioóó Particle Size Particle Size DDistribution (Gradation)istribution (Gradation)óó AngularityAngularityóó Surface TextureSurface Textureóó Surface AreaSurface Area
• Conveyor speed of 3 in./second• Particles placed 10 in. apart• Images captured within
0.1 second in succession
Progressive Scan Progressive Scan Video CameraVideo Camera
University of Illinois Aggregate Image Analyzer - UIAIA
Fiber Optic Motion Sensor
Surface Area (SA) Computation
pixe
l
Z
Y
X
O
(0, b, c)
(a, b, 0)
(a, 0, c)
b
c
∫ ∫∫∫= dxdydzdV
(a, b, c)
∫ ∫∫∫= dxdydzdAParticle Surface
Particle Domain
Summation of the 2-D ∆Si’ contained in voxels forming the particle surface gives the surface area of the particle in units of voxels (pixel cuboids)
óAngularity Index
Round vs. Angular
33D Particle DescriptorsD Particle Descriptors
0
5 0 0
1 0 0 0
1 5 0 0
2 0 0 0
2 5 0 0
3 0 0 0
3 5 0 0
4 0 0 0
4 5 0 0450
200
0
Angular
Angularity Index
Round
33D Particle DescriptorsD Particle Descriptors
33D Particle DescriptorsD Particle Descriptors• Texture Index
Smooth vs. Rough
0
5 0 0
1 0 0 0
1 5 0 0
2 0 0 0
2 5 0 0
3 0 0 0
3 5 0 0
4 0 0 0
4 5 0 0
5 0 0 0500
200
0
Rough
Texture Index
Smooth
33D Particle DescriptorsD Particle Descriptors
Asphalt Drum Plant
Hot Mix Asphalt (HMA) Volumetric Properties
HMA Volumetric Terms
l Bulk specific gravity (BSG) of compacted HMA
l Maximum specific gravityl Air voidsl Effective specific gravity of aggregatel Voids in mineral aggregate, VMAl Voids filled with asphalt, VFA
Volumetric Relationships
Vmb Vsb
VbaVb
Vse Vmm
Va VMA
BSG of Compacted HMA
l AC mixed with agg. and compacted into sample
Mass agg. and AC
Vol. agg., AC, air voidsGmb =
Testing
l Mixing of asphalt and aggregatel Compaction of samplel Mass of dry samplel Mass under waterl Mass saturated surface dry (SSD)
Testing
Obtain mass of dry compacted sample
Testing
Obtain mass of specimen at SSD
Calculations
l Gmb = A / ( B - C )
Where:A = mass of dry sampleB = mass of SSD sampleC = mass of sample under water
Maximum Specific Gravity
l Loose (uncompacted) mixture
Mass agg. and AC
Vol. agg. and ACGmm =
Testing
l Mixing of asphalt and aggregatel Mass in airl Mass under water
Testing
Loose Mix at Room
Temperature
Testing
Vacuum Pump
Residual Manometer
Metal Bowl with Lid
Shaker Table
Calculations
l Gmm = A / ( A - C )
Where:A = mass of dry sampleC = mass of sample under water
Percent Air Voidsl Calculated using both specific gravities
Gmb
GmmAir voids = ( 1 - ) 100
Mass agg + ACVol. agg, AC, Air Voids
Mass agg + ACVol. agg, AC
=Vol. agg, AC
Vol. agg, AC, Air Voids
Example Calculations
l Air voids:– Gmb = 2.222–Gmm = 2.423
( 1 - 2.222 / 2.423 ) 100 = 8.3 %
Effective volume = volume of solid aggregate particle + volume of surface voids not filled with asphalt
Gse =Mass, dry
Effective Specific Gravity
Effective Volume
Absorbed asphalt
Vol. of water-perm. voidsnot filled with asphalt
Surface Voids
Solid Agg.Particle
Effective Specific Gravity
Gse is an aggregate property
Gse = 100 - Pb
100 - Pb
Gmm Gb
Example Calculations
l Mixed with 5 % asphalt cementl Gmm = 2.535l Gb = 1.03
100 - 5
100 - 52.535 1.03
Gse = = 2. 770
Voids in Mineral Aggregate
VMA is an indication of film thickness on the surface of the aggregate
VMA = 100 - Gmb Ps
Gsb
Example Calculations
l Given that Gmb = 2.455, Ps = 95%, and Gsb = 2.703
VMA = 100 -(2.455) (95)
2.703 = 13.7
Voids Filled with Asphalt
VFA is the percent of VMA that is filled with asphalt cement
VFA = 100 x VMA - Va
VMA
Mass Relationships
Mb = Pb MT
Ma = 0
Ms = PsMT
MT = Mb + Ms
Percent Binder Absorbed
Pba is the percent of absorbed asphalt by mass of aggregate
Pba = 100 ( Gse - Gsb
Gsb Gse) Gb
Effective Asphalt Content
The effective asphalt content is the total asphalt content minus the
percent lost to absorption(based on mass of total mix).
Pbe = Pb -Pba
100Ps
Hot Mix Asphalt (HMA) Volumetric Properties
UsingPhase Diagrams
GGmbmb = = 22..329329
airairasphaltasphalt
GGbb = = 11..015015PPbb = = 55% % by mixby mix
aggregateaggregateGGsbsb = = 22..705705GGsese = = 22..731731
absorbed asphabsorbed asph
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
11..000000
GGmbmb == 22..329329
airairasphaltasphalt
GGbb = = 11..015015PPbb = = 55% by mix% by mix
aggregateaggregateGGsbsb == 22..705705GGsese == 22..731731
absorbed asphabsorbed asph
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
11..000000
MMaa = = 00
MMmm = = 11..0 0 x x 22..329 329 x x 11..0 0 = = 22..329329
M = M = V xV x G x G x 11..000000
GGmbmb == 22..329329
airairasphaltasphalt
GGbb = = 11..015015PPbb = = 55% % by mixby mix
aggregateaggregateGGsbsb = = 22..705705GGsese = = 22..731731
absorbed asphabsorbed asph
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
11..000000
00
22..329329
00..116116MMbb = = 00..05 05 x x 22..329 329 ==
MMss = = 22..329 329 -- 00..116 116 = = 22..213213
airair
asphaltasphaltGGbb = = 11..015015
aggregateaggregateGGsbsb == 22..705705GGsese == 22..731731
absorbed asphabsorbed asph22..32932911..000000
00
00..116116
22..213213
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
00..818818
V = V = MM
G x G x 11..000000
VVsese = = 22..213 213 == 00..81081022..731731x x 11..00
00..810810
VVsb sb = = 22..213 213 = = 00..81881822..705705x x 11..00
airair
asphaltasphaltGGbb = = 11..015015
aggregateaggregateGGsbsb = = 22..705705GGsese = = 22..731731
absorbed asphabsorbed asph22..32932911..000000
00
00..116116
22..213213
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
00..818818
00..114114
00..810810
00..008008
V = V = MM
G x G x 11..000000VVb b = = 00..116 116 == 00..114114
11..015 015 x x 11..00
VVbaba = = 00..818 818 -- 00..810 810 = = 00..008008
airair
asphaltasphaltGGbb = = 11..015015
aggregateaggregateGGsbsb = = 22..705705GGsese = = 22..731731
absorbed asphabsorbed asph22..32932911..000000
00
00..116116
22..213213
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
00..818818
00..076076
00..10610600..114114
00..810810
00..008008
VVbebe == 00..114 114 -- 00..008 008 = = 00..106106
VVa a == 11..000 000 -- 00..114 114 -- 00..810 810 = = 00..076076
airair
asphaltasphaltGGbb = = 11..015015
aggregateaggregateGGsbsb == 22..705705GGsese == 22..731731
absorbed asphabsorbed asph22..32932911..000000
00
00..108108
00..008008
00..116116
22..213213
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
00..818818
00..076076
00..10610600..114114
00..810810
00..008008
M = M = V xV x G x G x 11..000000 MMbebe = = 00..106 106 x x 11..015 015 x x 11..000 000 = = 00..108108
MMbaba = = 00..116 116 -- 00..108 108 = = 00..008008
airair
asphaltasphaltGGbb = = 11..015015
aggregateaggregateGGsbsb = = 22..705705GGsese = = 22..731731
absorbed asphabsorbed asph22..32932911..000000
00
00..108108
00..008008
00..116116
22..213213
00..182182
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
00..818818
00..076076
00..10610600..114114
00..810810
00..008008
VMA = VVMA = Vbebe + V+ Vaa == ( ( 00..106 106 + + 00..076 076 ) x ) x 100 100 = = 1818..2 2 %%
Air Voids = Air Voids = 00..076 076 x x 100 100 = = 77..6 6 %%
airair
asphaltasphaltGGbb = = 11..015015
aggregateaggregateGGsbsb == 22..705705GGsese == 22..731731
absorbed asphabsorbed asph22..32932911..000000
00
00..108108
00..008008
00..116116
22..213213
00..182182
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
00..818818
00..076076
00..10610600..114114
00..810810
00..008008
Air Voids = Air Voids = 77..6 6 %%VMA =VMA = 1818..2 2 %%VFA =VFA = ( ( 00..106 106 / / 00..182 182 ) x ) x 100 100 = = 5858..2 2 %%
airair
asphaltasphaltGGbb = = 11..015015
aggregateaggregateGGsbsb == 22..705705GGsese == 22..731731
absorbed asphabsorbed asph22..32932911..000000
00
00..108108
00..008008
00..116116
22..213213
00..182182
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
00..818818
00..076076
00..10610600..114114
00..810810
00..008008
Air Voids = Air Voids = 77..6 6 %% Eff. Asp.Eff. Asp. Cont. = ( Cont. = ( 00..108 108 / / 22..329 329 ) x ) x 100 100 = = 44..6 6 %%VMA =VMA = 1818..2 2 %%VFA =VFA = 5858..2 2 %%
airair
asphaltasphaltGGbb = = 11..015015
aggregateaggregateGGsbsb == 22..705705GGsese == 22..731731
absorbed asphabsorbed asph22..32932911..000000
00
00..108108
00..008008
00..116116
22..213213
00..182182
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
00..818818
00..076076
00..10610600..114114
00..810810
00..008008
Air Voids = Air Voids = 77..66%% Effective Asphalt Content = Effective Asphalt Content = 44..66%%VMA =VMA = 1818..2 2 %% Abs. Asph.Abs. Asph. Cont. = ( Cont. = ( 00..008 008 / / 22..213 213 ) x ) x 100 100 = = 00..44%%VFA =VFA = 5858..2 2 %%
airair
asphaltasphaltGGbb = = 11..015015
aggregateaggregateGGsbsb == 22..705705GGsese == 22..731731
absorbed asphabsorbed asph22..32932911..000000
00
00..108108
00..008008
00..116116
22..213213
00..182182
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
00..818818
00..076076
00..10610600..114114
00..810810
00..008008
Air Voids = Air Voids = 77..66%% Max Theo Sp Grav =Max Theo Sp Grav = 22..329 329 = = 22..521521VMA =VMA = 1818..2 2 %%VFA =VFA = 5858..2 2 %%
11..000 000 -- 00..07607611..000000
airair
asphaltasphaltGGbb = = 11..015015
aggregateaggregateGGsbsb == 22..705705GGsese == 22..731731
absorbed asphabsorbed asph22..32932911..000000
00
00..108108
00..008008
00..116116
22..213213
00..182182
VOL (cmVOL (cm3 3 )) MASS (g)MASS (g)
00..818818
00..076076
00..10610600..114114
00..810810
00..008008
Air Voids = Air Voids = 77..66%% Effective Asphalt Content = Effective Asphalt Content = 44..66%%VMA =VMA = 1818..2 2 %% Absorbed Asphalt Content = Absorbed Asphalt Content = 00..44%%VFA =VFA = 5858..2 2 %% Max Theo Sp Grav = Max Theo Sp Grav = 22..521521
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