# HOW TO DO UNCONFINED COMPRESSIVE STRENGTH TEST OF SOIL?

|# Unconfined Compressive Strength Test of Soil

## Purpose

The primary purpose of this test is to determine the unconfined compressive strength, which is then used to calculate the unconsolidated undrained shear strength of the clay under unconfined conditions. According to the ASTM standard, the unconfined compressive strength (**q _{u}**) is defined as the compressive stress at which an unconfined cylindrical specimen of soil will fail in a simple compression test. In addition, in this test method, the unconfined compressive strength is taken as the maximum load attained per unit area, or the load per unit area at 15% axial strain, whichever occurs first during the performance of a test.

## Standard Reference

**ASTM D 2166** – Standard Test Method for Unconfined Compressive Strength of Cohesive Soil

## Significance

For soils, the undrained shear strength (**s _{u}**) is necessary for the determination of the bearing capacity of foundations, dams, etc. The undrained shear strength (

**s**) of clays is commonly determined from an unconfined compression test. The undrained shear strength (

_{u}**s**) of a cohesive soil is equal to one-half the unconfined compressive strength (

_{u}**q**) when the soil is under the f = 0 condition (

_{u}**f**= the angle of internal friction). The most critical condition for the soil usually occurs immediately after construction, which represents undrained conditions, when the undrained shear strength is basically equal to the cohesion (

**c**). This is expressed as:

**s _{u} = c = q_{u}/2**

Then, as time passes, the pore water in the soil slowly dissipates, and the intergranular stress increases, so that the drained shear strength (**s**), given by **s = c + s‘tan ϕ’** , must be used. Where **s‘** = intergranular pressure acting perpendicular to the shear plane; and **s‘ = (s – u)**, s = total pressure, and **u** = pore water pressure; **c’** and **ϕ’** are drained shear strength parameters.

## Equipment

- Compression device
- Load and deformation dial gauges
- Sample trimming equipment
- Balance
- Moisture can

## Test Procedure

(1) Extrude the soil sample from Shelby tube sampler. Cut a soil specimen so that the ratio (**L/d**) is approximately **between 2 and 2.5**. Where **L** and **d** are the length and diameter of soil specimen, respectively.

(2) Measure the exact diameter of the top of the specimen at three locations 120° apart, and then make the same measurements on the bottom of the specimen. Average the measurements and record the average as the diameter on the data sheet.

(3) Measure the exact length of the specimen at three locations 120° apart, and then average the measurements and record the average as the length on the data sheet.

(4) Weigh the sample and record the mass on the data sheet.

(5) Carefully place the specimen in the compression device and center it on the bottom plate. Adjust the device so that the upper plate just makes contact with the specimen and set the load and deformation dials to zero.

(6) Apply the load so that the device produces an axial strain at a rate of 0.5% to 2.0% per minute, and then record the load and deformation dial readings on the data sheet at every 20 to 50 divisions on deformation the dial.

(7) Keep applying the load until (1) the load (load dial) decreases on the specimen significantly, (2) the load holds constant for at least four deformation dial readings, or (3) the deformation is significantly past the 15% strain that was determined in step 5.

(8) Draw a sketch to depict the sample failure.

(9) Remove the sample from the compression device and obtain a sample for water content determination. Determine the water content as in Experiment

## Analysis

(1) Convert the dial readings to the appropriate load and length units, and enter these values on the data sheet in the deformation and total load columns.

(Confirm that the conversion is done correctly, particularly proving dial gage readings conversion into load)

(2) Compute the sample cross-sectional area **A _{0} = π*(d^{2})/4**

(3) Calculate the deformation (ΔL) corresponding to 15% strain (e).

**Strain (e) = ΔL / L _{0}**

Where **L _{0}** = Original specimen length (as measured in step 3).

(4) Computed the corrected area, **A’ = A _{0} / (1-e)**

(5) Using A’, compute the specimen stress, **s _{c} = P/A’**

(Be careful with unit conversions and use constant units).

(6) Compute the water content, **w%**.

(7) Plot the stress versus strain. Show **q _{u}** as the peak stress (or at 15% strain) of the test. Be sure that the strain is plotted on the abscissa. (See fig-3)

(8) Calculate shear strength **s _{u}** as follows,

**s _{u} = c (or cohesion) = q_{u}/2**

### Article written by

**Prof. Krishna Reddy, UIC**

thanks for this content sir.

your all blogs are too good.

how to calculate axial load for CBR test…. If the proving constant value is 0.638.. The penetration value of 12.5mm is 250 for example. How to calculate axial load for this values….

sir it was, sir can you tell me why take angle of friction is zero in ucs test