Timetable of Classes wef 21-02-24

 

Timetable wef 05-02-24

 

Academic Calendar Jan-June 2023

 

Revised Timetable wef 10/03/2022

 

Timetable Jan June 2022 wef 20/01/22

 

Soil Mechanics : Introduction Lecture -1

दिनांक 03/04/21 को क्लास में दिया गया साइल मैकेनिक्स का लेक्चर YOU TUBE पर उपलब्ध है सभी छात्र देखे शीघ्र ही इस पर प्रश्न /क्विज दी जायेगी :  

https://youtu.be/o9jwaWTZ8eY

 

OCBC Related Information

 

Pycnometer Method for water content Determination

DETERMINATION OF SPECIFIC GRAVITY

DETERMINATION OF SPECIFIC GRAVITY

OBJECTIVE
Determine the specific gravity of soil fraction passing 4.75 mm I.S sieve by density bottle.

NEED AND SCOPE

The knowledge of specific gravity is needed in calculation of soil properties like void ratio, degree of saturation etc.

 DEFINITION

Specific gravity G is defined as the ratio of the weight of an equal volume of distilled water at that temperature both weights taken in air.

 APPARATUS REQUIRED

1. Pycnometer of 900 ml  .
2. Balance to weigh the materials (accuracy 10gm).
3. Wash bottle with distilled water.
4. Alcohol and ether.

  PROCEDURE

1. Clean and dry the density bottle  

1. wash the bottle with water and allow it to drain.
2. Wash it with alcohol and drain it to remove water.
3.  Wash it with ether, to remove alcohol and drain ether.

2. Weigh the empty bottle with stopper (W₁)

3. Take about 100 to 200 gm of oven soil sample which is cooled in a desiccator. Transfer it to the bottle. Find the weight of the bottle and soil (W₂).

4. Put 100ml of distilled water in the bottle to allow the soil to soak completely. Leave it for about 2 hours.

5. Again fill the bottle completely with distilled water put the stopper and keep the bottle  

    under constant temperature water baths (T_x⁰ ).

6. Take the bottle outside and wipe it clean and dry note. Now determine the weight of the bottle and the contents  (W₃).

7. Now empty the bottle and thoroughly clean it. Fill the bottle with only disttiled water and weigh it. Let it be W₄ at temperature (T_x⁰ C).

8. Repeat the same process for 2 to 3 times, to take the average reading of it.

  OBSERVATIONS 

S. No.	Observation Number	1	2	3
1 2 3 4	Weight of density bottle (W1 g) Weight of density Pycnometer + dry soil (W2 g) Weight Pycnometer + dry soil + water at temperature T x0 C (W3 g) Weight of Pycnometer + water (W4 g) at temperature Tx0 C
	Specific gravity G at  Tx0 C
	Average specific gravity at Tx0 C

CALCULATIONS




INTERPRETATION AND REPORTING

  Unless or otherwise specified specific gravity values reported shall be based on water at 27⁰C. So the specific gravity at 27⁰C = K�Sp. gravity at T_x⁰C.

       The specific gravity of the soil particles lie with in the range of 2.65 to 2.85. Soils containing organic matter and porous particles may have specific gravity values below 2.0. Soils having heavy substances may have values above 3.0.

water content determination

water content determination 

Timetable of classes with effect from 13/01/2020

CBR Test

Plate Load Test

assumption of Rankine Theory

quiz

Solve soil mechanic quiz on get your score immediately after  submit

Quiz

Triaxial Test

Triaxial shear strength test on soil measures the mechanical properties of the soil. In this test, soil sample is subjected to stress, such that the stress resulted in one direction will be different in perpendicular direction. The material properties of the soil like shear resistance, cohesion and the dilatancy stress is determined from this test. The test is most widely used and is suitable for all types of soils.

Triaxial Shear Test Apparatus

The important apparatus for triaxial shear test are:

1. Triaxial testing machine complete with triaxial cell : This unit have the provision to insert a cylindrical soil specimen that is sealed by means of rubber membrane to restrict the entry of lateral fluid. Radial fluid pressure and the vertical stress is applied by means of a piston arrangement. The unit also have the provision to prevent the drainage of specimen. The fluid pressure in the cell can be measured by means of a pressure gauge.
2. Equipment for loading
3. Equipment to measure load and Deformation : Proving is used to measure the load application by the piston. A dial guage is used to measure the deformation of the specimen

Triaxial Shear Test Principle

A cylindrical specimen, generally having a length to diameter ratio of 2, is used in the test and is stressed under conditions of axial symmetry in the manner shown in figure below.

Fig.1:Schematic Diagram of stress system at soil during triaxial test

Fig.2: Triaxial Test Apparatus

The normal size of the sample will be 76mm x 38mm & 100mm x 50mm. The sample is subjected to three principal stresses. Among this three  stresses, two are stress due to water pressure that is within the confining cell. The two values are equal.

The application of a load on the top of the cell by means of a ram as shown above, is the applied third stress. This stress is different from other two stresses.

The sample tested has its ends sealed by top cap and bottom pedestal by rubber O-rings. If these involves pore pressure measurement, porous stones can be placed at the bottom and the top of the specimen.

Pressure transducers are used to measure the pressure that is developed inside the specimen.

The triaxial shear testing can be conducted by two steps:

Step 1: The soil sample is prepared and set in the triaxial cell. Then the confining pressure is applied.

Step 2: Here, deviator stress is applied, which is an additional axial stress. This induces shear stresses within the sample. The axial stress applied is increased till the soil sample fails.

The applied stresses, axial strain and the pore water pressure is measured for both the above steps.

Triaxial Shear Test Procedure

The specimen can be prepared either remoulded or undisturbed. Undisturbed soil can be tested on soils that have sufficient cohesion. In order to make remoulded soils, cohesive soil is collected and compacted properly. Care is taken while preparing the cohesion less soils.

The triaxial shear test can be conducted in different variations. The most commonly employed types are:

1. Unconsolidated Undrained Test (UU)
2. Consolidated Undrained Test (CU)
3. Consolidated Drained Test (CD)

1. Unconsolidated Undrained Test (UU)

As the name tells, the soil sample is subjected to cell pressure with no provision of drainage. Here the cell pressure is maintained to a constant value and the applied deviator stress is increased till the sample fails. This is called as quick test.

2. Consolidated Undrained Test (CU)

Here, during the application of cell pressure on the sample, drainage is permitted. And the deviator stress is applied keeping the cell pressure constant and no provision of further drainage.

3. Consolidated Drained Test (CD)

This test is also called as drained or slow test. Here the deviator stress is increased by allowing the drainage to happen as it was and the cell pressure is also kept constant. Here the rate of loading is applied slowly so that excess pore pressure is not developed within the sample

The prepared specimen is enveloped in the membrane and positioned in the triaxial cell. To this, the desired lateral pressure is applied. Till the specimen fails, the lateral pressure is applied. The vertical deformation and the load readings are recorded.

The main objective of the test is to determine the values of cohesion and angle of internal friction. To determine these values, three different lateral pressure values have to be tested on the sample.

Calculations

The test specimen is subjected to all around lateral pressure (  ). The deviatric stress applied be . Then total vertical stress is , 

A mohr’s circle is drawn by plotting  and   in x- axis and the shear stress is the y-axis. Mohr’s rupture envelope is obtained by drawing the tangent to the circles obtained. The tangent will intercept at the y-axis. The y intercept will give the value of cohesion (C). The slope of the failure plane or the tangent line will give the angle of internal friction of the soil ( ø).

The loading can increase the cross section of the soil specimen. This will require a correction for the deviatric stress  . Here, the correction is applied by assuming that the volume of the specimen remain constant and the area varied. The corrected deviatric stress is

P1 = Applied Load

Ao = Original Area of cross section

l0 = Specimen Original length

l = deformation of the specimen

The shear resistance of the sample is given by:

Fig.3: Determination of Stress parameters by Mohr’s Circle

Effective Stress Conditions

The effective stresses acting on the soil specimen during testing are shown in figure. In this case effective minor principle stresses is equal to the cell pressure (fluid pressure) minus the pore pressure. The major principle stress is equal to deviator stress plus the cell pressure. Hence, the effective major principle stress  is equal to the major principle stress minus the pore pressure.

Let the stress components on the failure plane MN be  and  and the failure plane is inclined at an angle  to the major principle plane.

Fig.4.Effective Stress Determination by Mohr’s Circle

Let the envelop DF cut the abscissa at angle , C be the centre of the Mohr’s circle.

From  and  we get,

Principle stresses relationships at failure

OC = 

OF = 

Again from ,

On solving this equation, we get

But 

Therefore, 

From the Mohr’s circle drawn, the straight line forms the failure plane and the intercept created is the effective strength parameter c’ of the soil. The angle made by the plane ø’ forms the angle of friction.Hence, effective shear strength is given by

Pore water pressure measurement

Pore water pressure must be measured under conditions of no flow either out of or into the specimen, otherwise the correct pressure gets modified. It is possible to measure pore water pressure at one end of the specimen while drainage is taking place at the other end. The no flow condition is maintained by the use of the null indicator, essentially a U-tube partly filled with mercury.