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Bearing Capacity Calculations
Bearing Capacity of Soils based on General Bearing Capacity Theory
The determination of the particle-size distribution of fine and coarse aggregates extracted from asphalt mixtures using sieve analysis procedure is done based on the AASHTO T 30-15 standard.
Weigh Balance
Sieves
Mechanical Sieve Shaker - Recommended when the size of the sample is 20 kg (44 lb) or greater, but may be used for smaller samples as well including fine aggregate. It may be noted that excessive sieving time (more than approximately 10 min) using a mechanical sieve shaker may result in degradation of the sample.
Oven capable of maintaining a uniform temperature of 110 ± 5°C (230 ± 9°F).
Wetting Agent such as dishwashing detergent, that will promote separation of the fine materials.
Containers, Spoon/Mixing Utensils to agitate and wash the sample.
The test sample consist of the entire lot or representative sample of aggregate obtained according to AASHTO T 164 or AASHTO T 308 from which the binder material has been extracted.
Dry the test sample to constant mass at a temperature of 110 ± 5°C (230 ± 9°F). Determine the mass to the nearest 0.1g. If the sample consists of aggregate obtained from AASHTO T 164, add the mass of mineral matter contained in the extracted asphalt binder to the mass of the dry sample and record this value as the initial specimen mass. If the sample consists of aggregate obtained from AASHTO T 308, the initial mass recorded for this test shall agree with the mass of aggregate remaining after ignition (Mf from AASHTO T 308) within 0.1 percent, else, the results of this test should not be used for acceptance purposes.
The test sample is placed in a container and covered with water. A sufficient amount of wetting agent is added to ensure thorough separation of the material finer than the 75-μm (No. 200) sieve from the coarser particles. Add the wetting agent and agitate the contents of the container vigorously. Decant the wash water immediately over a nest of two sieves consisting of a 2.00-mm (No. 10) or 1.18-mm (No. 16) sieve superimposed on a 75-μm (No. 200) sieve. The operation of decanting the suspension (with 75 mic particles in suspension) over the sieve nest is continued until the wash water is clear.
All material (washed aggregate) retained on the nested sieves is returned to the container and dried to a constant mass. Determine its mass to the nearest 0.1 percent.
Sieve the aggregate over various sieve sizes as required by the specification covering the asphalt mixtures. Continue sieving for a sufficient period and in such manner that, after completion, not more than 0.5 percent by mass of the total sample passes any sieve during 60 s of continuous hand-sieving.
The mass of material passing each sieve, the mass retained on the next sieve, and the amount passing the 75-μm (No. 200) sieve are recorded. The sum of these masses must be within 0.2 percent of the mass after washing. The total passing the 75-μm (No. 200) sieve is obtained by adding the mass of dry material passing the 75-μm (No. 200) sieve by dry sieving to the mass removed by washing, and if applicable, the mass of mineral matter in the asphalt binder. Convert the masses of fractions retained on the various sieves and the total passing the 75-μm (No. 200) sieve to percentages by dividing each by the initial specimen mass.
Input - Project & Sample Details
Sieve Analysis Calculations: Input Table
| Sieve Size, mm |
Weight Retained (g) |
Cum Wt. Retained (g) |
Cum Wt. Passing (g) |
% Passing |
% Passing Upper Limits |
% Passing Lower Limits |
|---|
PERCENT FINES
Mass of Test Portion/Sample before washing, g:
Mass of screened material remaining in the pan (and passing 75 micron sieve) after dry sieving, g:
Percent Fines: