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Aggregate Properties
Structural Aggregate, 3/4 " (19mm) Physical Characteristics
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Guide Specifications Section 03313
| Density |
| • Dry Loose(ASTM C29) |
48lbs/cf |
769 kg/m3
|
| • Dry Rodded (ASTM C29) |
55lbs/cf |
881 kg/m3
|
| • Saturated Surface Dry Loose (ASTM C29) |
50lbs/cf |
800 kg/m3
|
| • Maximum Dry Density (ASTM D4253) |
60lbs/cf |
961 kg/m3
|
| Specific Gravity |
| • Dry (ASTM C127) |
. |
1.45
|
| • Saturated Surface Dry (ASTM C127) |
. |
1.50
|
| Absorption |
| • Saturated Surface Dry (ASTM C127) |
. |
6%
|
| • 1 Hour Boil In Water |
. |
8%
|
| • Under high pumping pressure of 150 psi (1033
kPa) |
. |
9.4%
|
| Soundness (% Loss) |
| • Magnesium Sulfate (ASTM C88) |
. |
0.01%
|
| • Sodium Sulfate (ASTM C88) |
. |
0.23%
|
| • After 25 Cycles Freezing and Thawing
(AASHTO T103) |
. |
0.22%
|
| Toughness |
| •Los Angeles Abrasion
(AAAHTO T96-B) |
. |
25%
|
| Stability |
. |
. |
| •Angle of Internal Friction (Loose) |
. |
40°
|
| •Angle of Internal Friction (Compacted) |
. |
43°-46°
|
| Impurities |
| • Clay Lumps (ASTM C142) |
. |
0
|
| • Organic Impurities (ASTM C40) |
. |
0
|
| Electrical Resistance |
| • Dry |
More than 5 x 105
ohm-cm
|
| • Saturated Surface Dry |
2.6 x 105 ohm-cm
|
| Aggregate Chemical Characteristics |
| • Ignition Loss (ASTM C114) |
. |
0
|
| • Stains (ASTM C641) |
. |
None
|
| • Sulfur Trioxide |
Less Than 0.05ppm
|
| • Chlorides
(NaCl) |
0.60 ppm
|
| • Soluble Salts |
0.28
mmhos/cm
|
| •pH |
7.5
|
Structural Aggregate Gradations
|
Size 3/4" to #4
|
Specific Gravity 1.47 to 1.54
|
Unit Weight (Damp Loose)
Lbs/Cubic Foot (Kgs/Cubic Meter)
47 to 50 (750 to 800)
|
|
Sieve Size
|
% Passing
|
. |
. |
|
1"
|
(25mm)
|
100
|
|
. |
|
3/4"
|
(19mm)
|
90-100
|
|
. |
|
3/8"
|
(9.5mm)
|
10-50
|
|
. |
|
#4
|
(4.75mm)
|
0-15
|
|
. |
|
1/2" to #4
|
1.49 to 1.55
|
48 to 52 (770 to 830)
|
|
Sieve Size
|
% Passing
|
. |
. |
|
3/4"
|
(19mm)
|
100
|
. |
. |
|
1/2"
|
(12.5mm)
|
90-100
|
. |
. |
|
3/8"
|
(9.5mm)
|
40-80
|
. |
. |
|
#4
|
(4.75mm)
|
0-20
|
. |
. |
|
#8
|
(2.36mm)
|
0-10
|
. |
. |
|
3/8" to #8
|
1.57 to 1.64
|
50 to 54 (800 to 865)
|
|
Sieve Size
|
% Passing
|
. |
. |
|
1/2"
|
(12.5mm)
|
100
|
. |
. |
|
3/8"
|
(9.5mm)
|
80-100
|
. |
. |
|
#4
|
(4.75mm)
|
5-40
|
. |
. |
|
#8
|
(2.36mm)
|
0-20
|
. |
. |
|
#16
|
(1.18mm)
|
0-10
|
. |
. |
|
Fines For Structural Concrete
|
1.75 to 1.85
|
53 to 57 (850 to 910)
|
|
Sieve Size
|
% Passing
|
. |
. |
|
#4
|
(4.75mm)
|
97-100
|
. |
. |
|
#8
|
(2.36mm)
|
70-85
|
. |
. |
|
#16
|
(1.18mm)
|
40-55
|
. |
. |
|
#30
|
(600µm)
|
30-40
|
. |
. |
|
#50
|
(300µm)
|
17-25
|
. |
. |
|
#100
|
(150µm)
|
14-17
|
. |
. |
Masonry Aggregate Gradations
|
Tank A
|
Tank B
|
Tank C
|
|
Sieve Size
|
%Retained
|
Sieve Size
|
%Retained
|
Sieve Size
|
%Retained
|
|
#4
|
(4.75mm)
|
11-14
|
#4
|
(4.75mm)
|
11-17
|
#4
|
(4.75mm)
|
5-11
|
|
#8
|
(2.36mm)
|
32-52
|
#8
|
(2.36mm)
|
32-52 |
#8
|
(2.36mm)
|
30-48
|
|
#16
|
(1.18mm)
|
54-70
|
#16
|
(1.18mm)
|
56-72
|
#16
|
(1.18mm)
|
52-68 |
|
#30
|
(600µm)
|
70-82
|
#30
|
(600µm)
|
70-82
|
#30
|
(600µm)
|
67-80
|
|
#50
|
(300µm)
|
75-86
|
#50
|
(300µm)
|
78-88
|
#50
|
(300µm)
|
77-87 |
|
#100
|
(150µm)
|
83-90
|
#100
|
(150µm)
|
85-92
|
#100
|
(150µm)
|
84-91
|
| F.M.
|
3.31-3.86
|
F.M.
|
3.40-3.95
|
F.M.
|
3.21-3.76
|
|
Tank D
|
Tank E
|
Tank
G
|
|
Sieve Size
|
%Retained
|
Sieve Size
|
%Retained
|
Sieve Size
|
%Retained
|
|
#4
|
(4.75mm)
|
3-9
|
#4
|
(4.75mm)
|
4-10 |
#4
|
(4.75mm)
|
20-27
|
|
#8
|
(2.36mm)
|
25-41
|
#8
|
(2.36mm)
|
26-40
|
#8
|
(2.36mm)
|
47-85
|
|
#16
|
(1.18mm)
|
45-61
|
#16
|
(1.18mm)
|
43-61
|
#16
|
(1.18mm)
|
64-78
|
|
#30
|
(600µm)
|
62-77
|
#30
|
(600µm)
|
59-72 |
#30
|
(600µm)
|
75-85
|
|
#50
|
(300µm)
|
73-85
|
#50
|
(300µm)
|
70-85
|
#50
|
(300µm)
|
82-90
|
|
#100
|
(150µm)
|
81-91
|
#100
|
(150µm)
|
78-88 |
#100
|
(150µm)
|
87-95
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| F.M.
|
2.97-3.53
|
F.M.
|
2.87-3.36
|
F.M.
|
4.42-4.89
|
|
5/16 |
|
Sieve Size
|
%Retained
|
|
#4
|
(4.75mm)
|
60-95
|
|
#8
|
(2.36mm)
|
80-100 |
|
#16
|
(1.18mm)
|
90-100
|
|
#30
|
(600µm)
|
- |
|
#50
|
(300µm)
|
- |
|
#100
|
(150µm)
|
-
|
GUIDE SPECIFICATIONS FOR STRUCTURAL LIGHTWEIGHT CONCRETE
PART 2-PRODUCTS
2.1 MATERIAL
2.1.1 CEMENT: ASTM C150 or C595. Air-entraining cement will not be permitted.
2.1.2 AGGREGATE: STALITE or approved equal expanded slate produced by the rotary kiln method conforming to ASTM C330 (latest edition). A durability report shall be available showing that concrete made from the aggregate has a minimum durability factor of 90% when tested in accordance with ASTM C666 (latest edition). Natural or manufactured sand shall conform to ASTM C33 (latest edition).
2.1.3 MIXING WATER: Clean and free from injurious amounts of oils, acids,
alkalies, organic materials or other deleterious substances, in accordance with ACI 318.
2.1.4 ADMIXTURES:
2.1.4.1 AIR-ENTRAINING AGENTS: ASTM C260
2.1.4.2 WATER REDUCING ADMIXTURE: ASTMC494. Admixtures may be used provided they have a proven satisfactory performance record with structural concrete and are approved by the Architect-Engineer. Admixtures shall be used in accordance with manufacturer’s recommendations.
2.1.4.3 ACCELERATING ADMIXTURE: ASTM C494. Admixtures may be used only with the approval of the Architect-Engineer.
2.1.4.4 RETARDING AD MIXTURE: ASTM C494. Admixtures may be used only with the approval of the architect-engineer.
2.2 CONCRETE PROPERTIES
2.2.1 Materials shall be proportioned to produce concrete with a minimum compressive strength of psi
(_________MPa) at 28 days.
2.2.2 Materials shall be proportioned to produce concrete with a maximum air dried weight of Pcf (_________kg/m3) at 28 days age.
2.2.3 Concrete shall be delivered at the minimum slump necessary for efficient mixing, placing and finishing. The maximum slump shall be 4 in. (_______mm) with a tolerance of
± 1 in. ( ± 25 mm).
2.2.4 The air content shall be 6% by volume with a tolerance of
± 2%.
2.2.5 The contractor shall furnish the mix design for the strength and unit weight of concrete specified. The mix design shall be prepared by a qualified testing laboratory and may be bases upon recommendations of the aggregate producer. The mix design shall be subject to the approval of the Architect-Engineer.
2.2.6 The concrete shall be batched and mixed in accordance with ASTM C94.
PART 3-CONTROL
3.1 FIELD CONTROL
3.1.1 The control of the concrete shall be under the supervision of the Architect-Engineer.
3.1.2 Samples of concrete shall be obtained in accordance with ASTM C172, and shall be transported to a place on the site where tests can be made and cylinders stored without being disturbed for the first 24 hours.
3.1.3 Compressive strength test specimens shall be made in accordance with ASTM C31, with the exceptions that the curing requirement for the test specimens shall be 7 days of moist curing followed by 21 days of air drying, as detailed in ASTM C330, Section 8.1 for each of the following conditions:
3.1.3.1 Each day’s placing;
3.1.3.2 Each type of concrete;
3.1.3.3 Each change of supplier or source;
3.1.3.4 Each 150 cu. Yd. (m3) of concrete and fraction thereof.
3.1.4 Compressive strength specimens shall be tested in accordance with ASTM C39
3.1.5 Unit weight, slump and air content of fresh concrete shall be determined from each batch of concrete sampled for compressive strength tests. Fresh weight, slump and air content shall be determined by ASTM C138, C143, and C173 respectively. Air dried unit weight shall be determined by ASTM C567.
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for ASTM
C330 for 1/2 and 3/8" - TEST
REPORT ON LIGHTWEIGHT AGGREGATE
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