Aggregate Lectures (Short) - الصفحات...

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

Woodrow Wilson Bridge Project

Concrete TestingCommon Tests

Slump Air Content Compressive Strength

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