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Need an account? Click here to sign up. Download Free PDF. Imtiaz Ardash. Abstract Grain size analysis. Read Now Download. Related Papers. Laboratory soil testing report by Arvind Kumar Jha.

Geotechnical Testing Journal Large-scale laboratory permeability testing of a compacted clay soil. Bsc Civil Engineering Projrct. Internship final report. The mechanical or sieve analysis is performed to determine the distribution of the coarser, larger-sized particles, and the hydrometer method is used to determine the distribution of the finer particles. Grain size analysis provides the grain size distribution, and it is required in classifying the soil. Engineering Test Procedure: Sieve Analysis: 1 Write down the weight of each sieve as well as the bottom pan to be used in the analysis.

Place the pan below sieve. Carefully pour the soil sample into the top sieve and place the cap over it. In addition, remember to weigh and record the weight of the bottom pan with its retained fine soil. The sum of these retained masses should be approximately equals the initial mass of the soil sample. A loss of more than two percent is unsatisfactory. Engineering 2 Calculate the percent retained on each sieve by dividing the weight retained on each sieve by the original sample mass.

Engineering 5 Compute Cc and Cu for the soil. The hydrometer method is used to determine the distribution of the finer particles. Stir the mixture until the soil is thoroughly wet. Let the soil soak for at least ten minutes. Take the reading at the top of the meniscus formed by the hydrometer stem and the control solution. This reading is called the zero correction. Shake the control cylinder in such a way that the contents are mixed thoroughly.

Insert the hydrometer and thermometer into the control cylinder and note the zero correction and temperature respectively. Then mix the solution for a period of two minutes. Add distilled water up to the mark. Engineering the palm of your hand. Then turn the cylinder upside down and back upright for a period of one minute.

The cylinder should be inverted approximately 30 times during the minute. Remove the stopper from the cylinder. After an elapsed time of one minute and forty seconds, very slowly and carefully insert the hydrometer for the first reading. Note: It should take about ten seconds to insert or remove the hydrometer to minimize any disturbance, and the release of the hydrometer should be made as close to the reading depth as possible to avoid excessive bobbing.

The hydrometer is removed slowly and placed back into the control cylinder. Very gently spin it in control cylinder to remove any particles that may have adhered. Engineering Data Analysis: Hydrometer Analysis: 1 Apply meniscus correction to the actual hydrometer reading.

Engineering Table 1. Engineering Table 2. Engineering Table 3. A third limit, called the shrinkage limit, is used occasionally. The Atterberg limits are based on the moisture content of the soil. The liquid limit is the moisture content that defines where the soil changes from a plastic to a viscous fluid state. The shrinkage limit is the moisture content that defines where the soil volume will not reduce further if the moisture content is reduced.

Engineering A wide variety of soil engineering properties have been correlated to the liquid and plastic limits, and these Atterberg limits are also used to classify a fine-grained soil according to the Unified Soil Classification system or AASHTO system. Assume that the soil was previously passed though a No. Thoroughly mix the soil with a small amount of distilled water until it appears as a smooth uniform paste.

Cover the dish with cellophane to prevent moisture from escaping. The point on the cup that comes in contact with the base should rise to a height of 10 mm. Engineering 10 mm high and should be used as a gage.

Practice using the cup and determine the correct rate to rotate the crank so that the cup drops approximately two times per second.

Squeeze the soil down to eliminate air pockets and spread it into the cup to a depth of about 10 mm at its deepest point. The soil pat should form an approximately horizontal surface. The tool should remain perpendicular to the surface of the cup as groove is being made. Use extreme care to prevent sliding the soil relative to the surface of the cup.

If the number of drops exceeds 50, then go directly to step eight and do not record the number of drops, otherwise, record the number of drops on the data sheet. The sample should include the soil on both sides of where the groove came into contact. Place the soil into a moisture can cover it. Engineering mass, remove the lid, and place the can into the oven. Leave the moisture can in the oven for at least 16 hours.

Place the soil remaining in the cup into the porcelain dish. Clean and dry the cup on the apparatus and the grooving tool. Add a small amount of distilled water to increase the water content so that the number of drops required to close the groove decrease.

One of the trials shall be for a closure requiring 25 to 35 drops, one for closure between 20 and 30 drops, and one trial for a closure requiring 15 to 25 drops.

Determine the water content from each trial by using the same method used in the first laboratory. Remember to use the same balance for all weighing.

Analysis: Liquid Limit: 1 Calculate the water content of each of the liquid limit moisture cans after they have been in the oven for at least 16 hours.

Draw the best-fit straight line through the plotted points and determine the liquid limit LL as the water content at 25 drops. Engineering Liquid Limit Determination Sample no. The plastic limit PL is the water content, in percent, at which a soil can no longer be deformed by rolling into 3. The plastic limit is the moisture content that defines where the soil changes from a semi-solid to a plastic flexible state. A wide variety of soil engineering properties have been correlated to the liquid and plastic limits, and these Atterberg limits are also used to classify a fine-grained soil according to the Unified Soil Classification system or AASHTO system.

Test Procedure: Plastic Limit: 1 Weigh the remaining empty moisture cans with their lids, and record the respective weights and can numbers on the data sheet. Roll the mass between the palm or the fingers and the glass plate.

Use sufficient pressure to roll the mass into a thread of uniform diameter by using about 90 strokes per minute. A stroke is one complete motion of the hand forward and back to the starting position. The thread shall be deformed so that its diameter reaches 3. Knead and reform the pieces into ellipsoidal masses and re-roll them. Engineering gathering together, kneading and re-rolling until the thread crumbles under the pressure required for rolling and can no longer be rolled into a 3.

If the can does not contain at least 6 grams of soil, add soil to the can from the next trial See Step 6. Immediately weigh the moisture can containing the soil, record its mass, remove the lid, and place the can into the oven.

Analysis: Plastic Limit: 1 Calculate the water content of each of the plastic limit moisture cans after they have been in the oven for at least 16 hours. Check to see if the difference between the water contents is greater than the acceptable range of two results 2. Report the liquid limit, plastic limit, and plasticity index. Engineering Plastic Limit Determination Sample no. The compactive effort is the amount of mechanical energy that is applied to the soil mass.

Several different methods are used to compact soil in the field, and some examples include tamping, kneading, vibration, and static load compaction. The test is also known as the Proctor test. Each of these tests can be performed in three different methods as outlined in the attached Table 1. In the Standard Proctor Test, the soil is compacted by a 5. The mold is filled with three equal layers of soil, and each layer is subjected to 25 drops of the hammer.

The Modified Proctor Test is identical to the Standard Proctor Test except it employs, a 10 lb hammer falling a distance of 18 inches, and uses five equal layers of soil instead of three. There are two types of compaction molds used for testing. If the larger mold is used each soil layer must receive 56 blows instead of 25 See Table 1. An extremely important task of geotechnical engineers is the performance and analysis of field control tests to assure that compacted fills are meeting the prescribed design specifications.

In general, most engineering properties, such as the strength, stiffness, resistance to shrinkage, and imperviousness of the soil, will improve by increasing the soil density. The Licensee and the Authorized Users are responsible for obtaining at their expense suitable Internet connections, Web browsers, and licenses for any software necessary to view the ASTM Products.

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The store will not work correctly in the case when cookies are disabled. Standard Historical Last Updated: Aug 16, Scope 1. Note 1-Separation may be made on the No. For whatever sieve used, the size shall be indicated in the report. Note 2-Two types of dispersion devices are provided: 1 a high-speed mechanical stirrer, and 2 air dispersion. Extensive investigations indicate that air-dispersion devices produce a more positive dispersion of plastic soils below the [mu]m size and appreciably less degradation on all sizes when used with sandy soils.

Because of the definite advantages favoring air dispersion, its use is recommended. The results from the two types of devices differ in magnitude, depending upon soil type, leading to marked differences in particle size distribution, especially for sizes finer than 20 [mu]m.

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Dimensions of the ASTM website. Order Adjunct No. No further reproductions authorized. This set consists of the following sieves: 3-in. Such a device is illustrated in Fig. In cases where the work is performed in a room at an automatically controlled constant temperature, the Metric Equivalents water bath is not necessary. Dispersing Agent 4. Solutions should be prepared frequently at least once a month or 3.

Bottles containing 3. For example, if the sedimentation cylinder is to be placed cance and do not prevent the use of corrections derived as in the water bath, the distilled or demineralized water to be prescribed. Test Sample controlled temperature, the water for the test shall be at the 5. The basic temperature for the outlined in Practice D Small variations of tempera- the sample is divided into two portions. Determination of Composite Correction for quantities for mechanical analysis as follows: Hydrometer Reading 5.

A dispersing agent is used in the water, Nominal Diameter of Approximate Minimum however, and the specific gravity of the resulting liquid is Largest Particles, Mass of Portion, g appreciably greater than that of distilled or demineralized in.

The 3 Since it is not possible to secure readings of soil 5. From these two masses the be determined experimentally. Measurement of the composite corrections may be oven-dried portion retained on the No. Procedure 7. When the temperature of the liquid the specifications for the material under test. For hydrometer H the composite order to keep the sample moving continuously over the surface correction is the difference between this reading and one; for of the sieve.

In no case turn or manipulate fragments in the hydrometer H it is the difference between the reading and sample through the sieve by hand. Continue sieving until not zero. When mechanical sieving is used, test the thoroughness of sieving by using the hand method of 8. Hygroscopic Moisture sieving as described above. Record equal closely the original mass of the quantity sieved. Dispersion of Soil Sample 15, 30, 60, , and min.

If the controlled water bath is 9. When the between the 2- and 5-min readings. NOTE 11пїЅThe number of turns during this minute should be approxi- 9. Stir be loosened by vigorous shaking of the cylinder while it is in the inverted until the soil is thoroughly wetted.

Allow to soak for at least 16 position. If stirring reading is due to approximately the depth it will have when the apparatus A is used, transfer the soil-water slurry from the reading is taken. As soon as the reading is taken, carefully beaker into the special dispersion cup shown in Fig. Add distilled or demineralized water, if necessary, so that the cup is more than half full.

Readings shall be taken at the top of the meniscus formed for a period of 1 min. Other devices include the wash-water Sieve Analysis cap and connect the cup to a compressed air supply by means of a rubber hose.

A air gage must be on the line between the Open the control valve so that the suspension to a No. Transfer the until the wash water is clear. Transfer the material on the No. Sieve Analysis Values for the Portion Coarser than 9. Disperse the soil according to the following schedule: To obtain the mass passing the No.

Over 20 15 After the dispersion period, reduce the gage No. To secure the total mass of the sedimentation cylinder. Hydrometer Test soil passing the No. For the remaining Hygroscopic Moisture Correction Factor agitation of the slurry Note At the end of 1 min set the cylinder in a convenient location and take hydrometer readings It is a number less than one, except when the sample or the specification for the material under test: 2, 5, there is no hygroscopic moisture.

Percentages of Soil in Suspension Diameter of Soil Particles For a given hydrometer and sedimen- multiplied by the portion in the parentheses. Correction dium value may be used as 1. Use numerical value of one in both in- and the specific gravity of the soil particles.

Values of K stances in the equation. In the first instance any for a range of temperatures and specific gravities are possible variation produces no significant effect, and in given in Table 3. The value of K does not change for a the second instance, the composite correction for R is series of readings constituting a test, while values of L based on a value of one for G1.

The first step is to calculate the mass 2. This mass is equal to For use in equation for percentage of soil remaining in suspension when using Hydrometer H. Graph 1. When the hydrometer analysis 1. The fractions smaller than the No. Colloids, smaller than 0. Percentage 0. Sieve Size 0. Passing 3-in. NOTE 17пїЅNo. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility.

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