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Aggregates for Concrete
ByProf. Adel El Kordi
&Dr. Meheddene Machaka
Structural Engineering DepartmentFaculty of EngineeringBeirut Arab University
CVLE 321
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Fine Aggregate Sand and/or
crushed stone
< 5 mm (0.2 in.)
F.A. content usually35% to 45% bymass or volume oftotal aggregate
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Coarse Aggregate
Gravel andcrushed stone
5 mm (0.2 in.) typically between
9.5 and 37.5 mm(3/8 and 1½ in.)
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Rock and MineralConstituents in Aggregates
1. Minerals2. Igneous rocks3. Metamorphic rocks4. Sedimentary rocks
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Rock and MineralConstituents in Aggregates
Silica Quartz, Opal
Silicates Feldspar, Clay
Carbonate Calcite, Dolomite
1. Minerals
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Rock and MineralConstituents in Aggregates
SulfateGypsum, Anhydrite
Iron sulfide Pyrite, Marcasite
Iron oxide Magnetite, Hematite
1. Minerals
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Rock and MineralConstituents in Aggregates
Granite Syenite Diorite Gabbro Peridotite
Pegmatite Volcanic
glass Felsite Basalt
2. Igneous rocks
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Rock and MineralConstituents in Aggregates
Conglomerate Sandstone Claystone, siltstone,
argillite, and shale Carbonates Chert
3. Sedimentary rocks
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Rock and MineralConstituents in Aggregates
Marble Metaquartzite Slate Phyllite Schist
4. Metamorphic rocks
Amphibolite Hornfels Gneiss Serpentinite
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Normal-Weight Aggregate
Most common aggregates Sand Gravel Crushed stone
ASTM C 33
Produce normal-weight concrete2200 to 2400 kg/m3 (140 to 150 lb/ft3)
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Lightweight Aggregate (1)
Expanded ShaleClay Slate Slag
ASTM C 330
Produce structural lightweight concrete1350 to 1850 kg/m3 (90 to 120 lb/ft3)
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Lightweight Aggregate (2) Pumice Scoria Perlite Vermiculite Diatomite
Produce lightweight insulatingconcrete— 250 to 1450 kg/m3
(15 to 90 lb/ft3)12
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Heavyweight Aggregate
Barite Limonite Magnetite Ilmenite Hematite Iron Steel punchings or shot
ASTM C 637, C 638 (Radiation Shielding)
Produce high-density concrete upto 6400 kg/m3 (400 lb/ft3) 13
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Particle shape
Classify coarse aggregates according to their particle shape
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Aggregate Characteristics and Tests (1)Characteristic TestAbrasion resistance ASTM C 131 (AASHTO T 96), ASTM C 535, ASTM C 779Freeze-thawresistance
ASTM C 666 (AASHTO T 161), ASTM C 682,AASHTO T 103
Sulfate resistance ASTM C 88 (AASHTO T 104)Particle shape andsurface texture ASTM C 295, ASTM D 3398
Grading ASTM C 117 (AASHTO T 11), ASTM C 136 (AASHTO T27)
Fine aggregatedegradation ASTM C 1137
Void content ASTM C 1252 (AASHTO T 304)Bulk density ASTM C 29 (AASHTO T 19)
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Aggregate Characteristics and Tests (2)Characteristic TestRelative density ASTM C 127 (AASHTO T 85)—fine aggregate
ASTM C 128 (AASHTO T 84)—coarse aggregateAbsorption andsurface moisture
ASTM C 70, ASTM C 127 (AASHTO T 85), ASTM C 128(AASHTO T 84), ASTM C 566 (AASHTO T 255)
Strength ASTM C 39 (AASHTO T 22), ASTM C 78 (AASHTO T 97)Def. of constituents ASTM C 125, ASTM C 294
Aggregateconstituents
ASTM C 40 (AASHTO T 21), ASTM C 87 (AASHTO T 71),ASTM C 117 (AASHTO T 11), ASTM C 123 (AASHTO T113), ASTM C 142 (AASHTO T 112), ASTM C 295
Alkali Resistance ASTM C 227, ASTM C 289, ASTM C 295, ASTM C 342, ASTM C586, ASTM C 1260 (AASHTO T 303), ASTM C 1293
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Grading of Aggregate―Grading is the particle-size distribution
of an aggregate as determined by asieve analysis using wire mesh sieveswith square openings.
ASTM C 33
Fine aggregate―7 standard sieves withopenings from 150 μm to 9.5 mm
(No. 100 to 3/8in.)
Coarse aggregate―13 sieves withopenings from 1.18 mm to 100 mm
(0.046 in. to 4 in.) 17
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Range of Particle Sizes
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Specific Gravity Flask for Fine Aggregate
Sieve Shakers for Testing Sieves
SievesLos Angeles Abrasion Machine
Specific Gravity Bench Set
Sample Splitter
Discuss briefly what you see in the following photographs:
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Fine-Aggregate Grading LimitsSieve size Percent passing by mass
9.5 mm (3/8 in.) 1004.75 mm (No. 4) 95 to 1002.36 mm (No. 8) 80 to 1001.18 mm (No. 16) 50 to 85
600 µm (No. 30) 25 to 60300 µm (No. 50) 5 to 30 (AASHTO 10 to 30)150 µm (No. 100) 0 to 10 (AASHTO 2 to 10)
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Maximum Size vs. NominalMaximum Size of Aggregate
Maximum size ― is the smallestsieve that all of a particularaggregate must pass through.
Nominal maximum size ― is thestandard sieve openingimmediately smaller than thesmallest through which all of theaggregate must pass.
The nominal maximum-size sievemay retain 5% to 15%
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Nominal Maximum Size ofAggregate
1/5 then narrowest dimensionbetween sides of forms
3/4 clear spacing betweenrebars and between rebars andthe form
1/3 depth of slabs
Size should not exceed ―
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Coarse Aggregate Grading
Sieve size Percent passingby mass
37.5 mm (1½ in.) 10025.0 mm (1 in.) 95 to 10012.5 mm (½ in.) 25 to 604.75 mm (No. 4) 0 to 102.36 mm (No. 8) 0 to 5
Size No. 5725 to 4.75 mm [1 in. to No. 4]
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Grading Limits
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Grading of coarse aggregate
% Passing% RetainedCumulativegm.
Retainedgm.
Sieve Size
8855.5141-
1244.58699-
120044508600990010000
1200325041501300100
3/2¾3/8
3/16Pan
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Grading of Fine aggregate
% Passing% RetainedCumulativegm.
Retainedgm.
Sieve Size
90755037198-
102550638192-
321
100250500630810920
1000
10015025013018011080
3/168163050
100PanTotal
Fineness Modulus (FM) = 321/100=3.2126
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ExampleIt is required to deliver 5000 m3 of the all-in aggregate. The sieve
analysis of the used sand, gravel, and specification limits of the all-inaggregate are given in the following table. The unit weights of gravel,sand, and all-in aggregate are 1.70, 1.75 and 1.78 t/m3. The costs of 1.0 m3
of gravel and sand are 20 and 10 $, respectively. Calculate:1- The mixing ratio of sand to gravel to obtain the desired all-in agg.2- The amount and costs of sand and gravel.
10052251473/16"3/8"3/4"1"Sieve size----1000600094003200400Gravel (gm)53070809296100100100% Passing of sand
0-5-3-30--20-5040-7075-9595-100All-in aggregate,
Specifications' Limits(% passing)
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% passing - Sand % passing - Gravel
% Sand/mix
100% 100%
0.0% 0.0%
0.0%100% 50% 30%
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% Passing% RetainedCumulativegm.
Retainedgm.
Sieve Size
98823550
2186595100
400360013000190002000056000
4003200940060001000
1¾3/8
3/16N0.8
chart method (Ratio of sand/gravel = 30% : 70%Sand = 0.30 x 5000 =1500m3 x 10 = 15000$Gravel = 0.70 x 5000 = 3500m3 x 20$ = 70000$Total coast = 85000$
10052251473/16"3/8"3/4"1"Sieve size000005358298%passing of gravel53070809296100100100% Passing of sand
0-5-3-30--20-5040-7075-9595-100All-in aggregate,
Specifications' Limits(% passing)
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Reduction of Voids
•Explain why using sand only or gravel only as a concrete aggregate• may result in a low strength concrete? Draw and discuss:
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Dispersion of Aggregates
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Fineness Modulus (FM) Obtained by adding the sum of the
cumulative percentages by mass of asample aggregate retained on eachof a specified series of sieves anddividing the sum by 100.
The specified sieves are: 150 µm(No. 100), 300 µm (No. 50), 600 µm(No. 30), 1.18 mm (No. 16), 2.36 mm(No. 8), 4.75 mm (No. 4), 9.5 mm(3/8 in.), 19.0 mm (3/4 in.), 37.5 mm(1½ in.), 75 mm (3 in.), and 150 mm(6 in.).
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Sieve Analysis and FM of Sand
Sieve size
Percentage ofindividual fractionretained, by mass
Percentagepassing,by mass
Cumulativepercentage re-tained, by mass
9.5 mm (3/8 in.) 0 100 04.75 mm (No. 4) 2 98 22.36 mm (No. 8) 13 85 151.18 mm (No. 16) 20 65 35600 µm (No. 30) 20 45 55300 µm (No. 50) 24 21 79150 µm (No. 100) 18 3 97
Pan 3 0 —Total 100 283
Fineness modulus = 283 ÷ 100 = 2.8333
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Maximum Aggregate Size and Water Requirement
Draw and discus the relationship between the Maximum nominal Size of aggregate(on the horizontal axis) and water content (on the vertical axis).
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Maximum Aggregate Size and Cement Requirement
Draw and discus the relationship between the Maximum nominal Size ofaggregate (on the horizontal axis) and Cement content (on the vertical axis).
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Combined Aggregate Grading
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Videograder
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Moisture Conditions
Classify coarse aggregate according to their moisture conditions
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Bulking of Sand
Explain the term Bulking of sand
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D-Cracking
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Drying Shrinkage
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Harmful Materials (1)Substances Effect on concrete Test designation
Organicimpurities
Affects setting andhardening, maycause deterioration
ASTM C 40ASTM C 87
(AASHTO T 21)(AASHTO T 71)
Materials finerthan the 75-µm(No. 200) sieve
Affects bond,increases waterrequirement
ASTM C 117 (AASHTO T 11)
Coal, lignite, orother lightweightmaterials
Affects durability,may cause stainsand popouts
ASTM C 123 (AASHTO T 113)
Soft particles Affects durability ASTM C 235
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Harmful Materials (2)Substances Effect on concrete Test designation
Clay lumps andfriableparticles
Affects workabilityand durability, maycause popouts
ASTM C 142 (AASHTO T 112)
Chert of lessthan 2.40relative density
Affects durability,may cause popouts
ASTM C 123ASTM C 295
(AASHTO T 113)
Alkali-reactiveaggregates
Causes abnormalexpansion, mapcracking, andpopouts
ASTM C 227,C 289, C 295,C 342, C 586C 1260, C 1293 (AASHTO T 303)
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Popouts
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Iron Particles in Aggregates
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Alkali- AggregateReactivity ( AAR )
— is a reaction between the activemineral constituents of someaggregates and the sodium andpotassium alkali hydroxides andcalcium hydroxide in the concrete.
Alkali-Silica Reaction (ASR) Alkali-Carbonate Reaction (ACR )
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Alkali-Silica Reaction (ASR) Visual Symptoms
Network of cracks Closed or spalled joints Relative displacements
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Visual Symptoms (cont.) Fragments breaking out of
the surface (popouts)
Mechanism1. Alkali hydroxide + reactive
silica gel reactionproduct (alkali-silica gel)
2. Gel reaction product +moisture expansion
Alkali-Silica Reaction (ASR)
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Influencing Factors Reactive forms of silica
in the aggregate, High-alkali (pH) pore
solution Sufficient moisture
If one of these conditions isabsent ― ASR cannot occur.
Alkali-Silica Reaction (ASR)
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Test Methods Mortar-Bar Method
(ASTM 227) Chemical Method
(ASTM C 289) Petrographic Examination
(ASTM C 295) Rapid Mortar-Bar Test
(ASTM C 1260 or AASHTO T 303) Concrete Prism Test
(ASTM C 1293 )
Alkali-Silica Reaction (ASR)
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Controlling ASR Non-reactive aggregates Supplementary cementing materials
or blended cements Limit alkali loading Lithium-based admixtures Limestone sweetening (~30%
replacement of reactive aggregatewith crushed limestone
Alkali-Silica Reaction (ASR)
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Effect of SupplementaryCementing Materials on ASR
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Alkali-Carbonate Reaction (ACR) Influencing factors
Clay content, or insoluble residuecontent, in the range of 5% to 25%
Calcite-to-dolomite ratio ofapproximately 1:1
Increase in the dolomite volume Small size of the discrete dolomite
crystals (rhombs) suspended in aclay matrix
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Alkali-Carbonate Reaction
Test methods Petrographic examination
(ASTM C 295)Rock cylinder method (ASTM
C 586)Concrete prism test (ASTM C
1105)
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Alkali-Carbonate Reaction
Controlling ACR Selective quarrying to avoid
reactive aggregate Blend aggregate according to
Appendix in ASTM C 1105 Limit aggregate size to smallest
practical
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Handling and StoringAggregates
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Recycled-ConcreteAggregate
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Water Absorption
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Videos 1/6
Aggregates Grading curves
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Videos 2/6
Void content Fineness modulus
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Videos 3/6
Gap graded aggregate Particle shape
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Videos 4/6
Bulk Density (Unit Weight) Specific Gravity
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Videos 5/6
Absorption Beneficiation
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Videos 6/6
Handling and Storing
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