Geotechnical Investigation as a mini Project

Geotechnical investigation

1. SOIL TESTING:

2. PHYSICAL PROPERTISE: Color - very Pale Brown Visual Appearance - Hard Soil With Low Moisture Content Texture - Floury when Crushed

3. STANDARD TEST METHOD FOR LABORATORY DETERMINATION OF WATER (MOISTURE) CONTENT OF SOIL & ROCK BY MASS. ASTM D2216-10 Index Propertise :

4. SIGNIFICANCE: For many materials, the water content is one of the mos significant index property used in establishing a corelation between soil behavior and its index properties. The water content is used in expressing the phase relationships of air, water and solid in given volume of material.

5. PROCEDURE: 01 02 03 04 Weight the empty container. Weight some amount of soil in container. Put the container in oven at 100 o C for 24 hr. After 24hr weight it to calculate moisture content.

6. Moisture content of soil sample is 5.7% . RESULT:

7. STANDARD TEST METHODS FOR SPECIFIC GRAVITY OF SOIL SOLIDS BY WATER PYCNOMETER. ASTM D854-14  Index Propertise :

8. SIGNIFICANCE: The specific gravity of a soil solid is used in calculating the void ratio. The specific gravity of soil is used to calculate the density of soil by multiplying its specific gravity by the density of water.

9. PROCEDURE: 01 02 03 04 Weight Empty pycnometer and then weight with water. Take 70 grams of soil sample. Take weight of pycnometer with water and soil. By using formula calculate specific gravity of soil.

10. Specific Gravity of soil sample is 2.66 . RESULT:

11. STANDARD TEST METHOD FOR LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOIL. ASTM D4318-10 Index Propertise :

12. SIGNIFICANCE: The liquid limit, plastic limit and plasticity index of soil are used extensively, either individually or together, with other soil propertise to correlate with engineering behavior such as compressibility, permeability, compactibility and shear strength. The liquid and plastic limit of soil and its water contentan be used to express its relative consistency or liquidity index.

13. PROCEDURE: 01 02 03 04 Take dry soil passed through seive No. 40. Use Casagrande’s apparatus to observe liquid limit by performing three trials. For Plastic limit make threads of 3mm dia from trial which blows is near to 25. For Plasticity Index, subtract Plastic limit from Liquid limit.

14. Liquid limit of soil sample is 24 %, Plastic limit is 18.5% and plasticity index is 5.5%. RESULT:

15. STANDARD TEST METHOD FOR PARTICLE SIZE DISTRIBUTION (GRADATION) OF SOILS USING SEIVE ANALYSIS. ASTM D6913/D6913-7 Index Propertise :

16. SIGNIFICANCE: The gradation of soil is used for classification. Selection and acceptance of fill material are often based on gradation. Selection of options for dynamic compaction and grouting is related to gradation of soil. The gradation of soil is an indicator of enneering propertise. Hydraullic conductivity, compressibility, and shear strength are related to the gradation of soil.

17. PROCEDURE: 01 02 03 Take 200g of oven dried soil and wash it through Seive No. 200. Oven dry the retaned sample and seive it through set of seives. Now, weight them as retained mass using weight balance to calculate the passing percentage.

18. RESULT:

19. STANDARD TEST METHODS FOR LABORATORY COMPACTION CHARACTERISTICS OF SOIL USING STANDARD EFFORT. ASTM D698-12 Index Propertise :

20. SIGNIFICANCE: Soil placed as engineering fill is compacted to a dense state to obtain satisfactory engineering propertise such as shear strength, compressibility or permeability. Foundation soils are often compacted to improve their engineering propertise. Laboratory compaction test provides the basis for determining the percent compaction and molding water content needed to acheive the required engineering propertise.

21. PROCEDURE: 01 02 03 04 Take 3kg of dry soil passed through seive No. 4. Add water to soil and mix it properly. Fill it in compaction mold in three layers ith 25 blows using hammer. Repeat the trial with increase in moisture content untill the desity started to decrease.

22. Maximum dry density of soil sample is 1942.04kg/m 3 and moisture content is 12.6% . RESULT:

23. Engineering Propertise: STANDARD TEST METHOD FOR UNCONFINED COMPRESSIVE STRENGTH OF COHESUVE SOIL. ASTM D2166-06

24. SIGNIFICANCE: The primary purpose of the unconfined compression test is to quickly obtain a measure of compressive strength for those soil that posses sufficient cohesion to permit testing in the unconfined state. If tests on the same sample in both its intact and remolded states are performed, the sensitivity of the material can be determined. This method of determining sensitivity is suitable only for soils that can retain a stable specimen shape in the remolded state.

25. PROCEDURE: Prepare a cylinderical soil sample from disturbed soil and place it in unconfined compression apparatus. With increased in load, note down the reading on Load guage at an interval of 20 of deflection guage. Take reading until the soil sample breaks completely, the reading of load guage stops or decrease with applied load.

26. Maximum cmpressive strength of soil sample is 0.01027kg/mm 3 . RESULT:

27. Engineering Propertise: STANDARD TEST METHOD FOR DIRECT SHEAR TEST OF SOIL UNDER UNCONSOLIDATED AND UNDRAINED CONDITION. ASTM D3080

28. SIGNIFICANCE: This test method covers the determination of the consolidated drained shear strength of a soil material in direct shear. The test is performed by deforming a specimen at a controlled strain rate on or near a single shear plane determined by the configuration of the apparatus. Generally, three or more specimens are tested, each under a different normal load, to determine the effects upon shear resistance and displacement, and strength properties such as Mohr strength envelopes.

29. PROCEDURE: First remold the sample and assemble shear box apparatus to perform test. For all three trials, change the noemal stress and note down the reading on load guage with an interval of 20 of deflection guage. Stop the test if the load guage reading remains same or start to decrease.

30. Cohesion of soil sample is 0.04kg/cm 2 and angle of frictionis 46 o . RESULT:

31. Engineering Propertise: STANDARD TEST METHOD FOR UNCONSOLIDATED- UNDRAINED TRIAXIAL COMPRESSION TEST ON CHESIVE SOIL. ASTM D2850-15

32. SIGNIFICANCE: In this test method, the compressive strength of a soil is determined in terms of the total stress, therefore, the resulting strength depends on the pressure developed in the pore fluid during loading. In this test method, fluid flow is not permitted from or into the soil specimen as the load is applied, therefore the resulting pore pressure, and hence strength, differs from that developed in the case where drainage can occur.

33. PROCEDURE: Remold disturbed soil sample and make 3 samples. Place these samples in triaxial compression machine and apply load at different pressure. Note the reading of load guage with respect to deflection at an interval of 20. Stop the test when the load guage reading remains same or started toecrease.

34. SAMPLES:

35. Cohesion of soil sample is 0.09kg/cm 2 and angle of friction is 12.5 o . RESULT:

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