drained shear test: during the shearing of the sample, the rate of displacement should be adjusted to allow the drainage is called a drained share test. Drained strength of parameters is determined for the long-term stability of cut slopes.
undrained shear test: it is a peak value of shear stress in a horizontal direction. This test is conducted on a cylindrical sample which is encased in a wire-reinforced membrane.
In simple words, it is a compression test in which the specimen of soil is consolidated first under a pressure around in which a tri-axial cell before failures is about to increase the major principal stress.
Drained Shear Strength: The soil is free to dilate or contract during shear if the soil sample is totally drained. Undrained Shear Strength: Whenever water is not allowed to flow in or flow out of the soil then the stress path is called as undrained stress path. Undrained Shear Strength is not a fundamental soil parameter as compare to drained strength. Undrained shear strength is more easier and cheaper.
As we all know that the basic fundamental thing that is ‘the pore water can easily be drained out from the soil Matrix’.
While in undrained conditioned for water is unable to drain out for the rate of loading is very quick than the rate at which the Pore water is able to drain out. If water is not allowed to flow in or out of the given soil sample then the stress path is called an undrained shear stress path.
Whenever the Fluids are allowed to freely drain out of the pores and then the pore pressure will remain constant means as it is and the test path is nothing but a drained stress path.
Basically, the soil is free to dilate or free to the contractor during share whenever the soil is drained in condition But in reality what will happen that the soil is partially drained somewhere in between the partly undrained and drained idealized conditions.
Actually, the shear strength of the soil which has highly depended on the
If the fluids are allowed to freely drain out of the pores, then the pore pressures will remain constant and the test path is called a drained stress path. The soil is free to dilate or contract during shear if the soil is drained.
If water is not allowed to flow in or out of the soil, the stress path is called an undrained stress path. During undrained shear, if the particles are surrounded by a nearly incompressible fluid such as water, then the density of the particles cannot change without drainage, but the water pressure and effective stress will change.
In reality, soil is partially drained, somewhere between the perfectly undrained and drained idealized conditions.
One very imp decision on the selection of soil strength for design is whether the soil is behaving under drained or undrained loading conditions. Why, bcoz each gives diff strength values and the selection of the wrong trength could lead to disaster. Any soil can experience either condition depending on the rate of loading and the permeability of the soil.
In general, we normally treat coarse-grained soils such as sands and gravels as drained materials bcoz their permeability is high and therefore water can flow freely through the large and continuous void spaces. Fine-grained soils such as silts and clay’s however have much smaller void spaces and often these aren’t continuous so there is no direct route for water to flow freely. You can consider water flow in fine-grained soils is a little like a game of snakes and ladders whether water advances to a certain pt but then as to backtrack as the void spaces come to an abrupt end.
Thus, the porous nature of soil has a direct influence on soil strength. We can illustrate this by again calling on Mohr circle for 2D stress as many practical problems can be treated by analysis in 2D. Imagine we have a submerged coarse grain material, this means the soil void space is saturated and that we’re going to construct a raft foundation at ground level. Consider a representative element within the bulb of soil influenced by the rafts floating. Before the raft is constructed, the soil element will experience the following vertical & horizontal normal stresses. The Mohr circle for these stresses looks like so,
Diag not exact, only for reference
notice that the circle is well away from the failure line and this is known as the K0 are at rest condition
K0 = σ3 / σ1
If the raft is now constructed, we see that the Mohr circle shifts to the right & increases in diameter. This is bcoz the raft loading increases both the horizontal and vertical normal stresses.
These increases take place in unison as the load is transferred directly into greater intergranular stresses. Any tendency for the pore water pressure to increase doesn’t materialize as the permeability of the soil permits the water to flow rapidly out of the void space. So the grain settled into a denser & stronger configuration & this is ∴ referred to as the drained or eff stress condition. The eff vertical stress on the soil element changes from the at-rest condn to the follow’g
σ1 = γsat . z – γw . z
σ1‘= (γsat . z + ∆σ) – γw . z Note again that the Mohr circle at the end of construction remains well away from the line defining failure. Its dist away being a measure of the foundations FOS.
Now let’s take the exact same scenario but this time for a fine-grained soil. The K0 or in-situ stresses remain essentially the same as before. This time however that the foundation load is applied, the Mohr circle will again shift to the right but its dia remains constant. This occurs bcoz water is incompressible & it takes the additional load from the raft as the low permeability soil prevents the water in the void space from escaping quickly enough. Hence the soil grains are prevented from reconfiguring into a denser stronger structure. The consequence of such behavior can be seen if we test three specimens that are fully saturated have the same moisture content & a similar soil structure. Then the application of an increasing confining pressure in each test will simply mean that the pore water pressure in each specimen is increased by the same amount. No change in eff stress occurs as the pore water carries the additional load & the shear strength measured Cu will be the same irrespective of the confining pressure this gives a ϕu = 0° failure line. Also note that the characteristics of all three specimens in terms of eff stress is represented by the same circle. This is a consequence of the pore water pressure and failure then -‘ed from the initial confining stress for each test.
This is an imp concept to understand. It’s not that the soil has changed in any way but rather, the loading conditions are such that in the short term. The soil is not free draining & hence its strength is limited by its initial eff stress. In the long term of course, the elevated pore water pressures will dissipate & the stress once carried by the pore water will be transferred into the soil skeleton.
The lesson here is under undrained loading, saturated fine-grained soils will have a strength limited by their eff stress prior to loading. But in time, assuming the soil has not failed under the loading its strength will increase with transfer of load from the pore water to the soil grains.
In temperate climates throughout the world. Soils are essentially saturated at foundation level so engineers practicing in such regions would do well to remember this jekyll-and-hyde behavior of fine grained soils. Finally we mentioned earlier that as soil is loaded the strength increases as its grains move into a denser tighter configuration. The price we pay for this closing of void space is settlement or the movement of foundations.