Shear Determination: A View from Behind The Chair

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She also demonstrates how to dominate and establish yourself into the perfect beauty professional. It will bring you to tears; it will leave you bewildered in amazement and awe. The moisture content values given here are all related to the initial state of the sample as the drained test does not allow measurements of moisture during testing. The test results of dry density moisture content relationships are shown in Figure 4. It can be observed that adding clay contributes in increasing the dry density of the mixture and rendered the optimum moisture content increase and shift towards the right of the curve.

The sand used here is poorly graded type which involves more voids than well-graded type material. Adding small amounts of clay may not be sufficient to fill up all the voids.

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The more clay added will contribute in higher unit weight. For specific compaction energy the soil water and air phases get rearranged to give a maximum unit weight at optimum moisture content. The general trends for varying moisture are found typical for all proportions except for the magnitude of change. Shear stress versus horizontal displacement graph indicates a general bilinear plot for all normal stress values within the elastic zone.

Plastic softening occurs close to the critical shear value, and the slope of shear stress versus horizontal displacement flattens and indicates a drop in the shear stress over a wide horizontal displacement compared to the elastic zone.


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We can observe a drop in shear strength as a result of increasing the moisture content for all normal stresses. Defining dilation rate as the change of vertical displacement to horizontal displacement [ 6 ] we can see that the slopes are approximately similar but intercept the horizontal axis at variable points. The general trends for varying clay content are found typical for all proportions except for magnitude of change.

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The general trend of shear stress versus horizontal displacement graph showed exactly the same bi-linear profile over the three normal stress values within the elastic zone. Three different shear moduli can be computed, at the initial stage of the test, before the critical shear, and beyond the critical shear value. The second value within the elastic zone is more appropriate for use in practical purposes. We can observe an increase in shear strength as a result of increasing the clay content for all normal stresses.

Summary of direct shear tests conducted on all samples is presented in Table 4. The influence of moisture content on both shear strength parameters is very significant. The pure sand or clay is not plotted on the chart due to scale reasons. Increasing water content of pure sand was found to cause drop of the angle of internal friction.

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Information on the pure clay behavior are given in the following section. The presence of clay within the mix has its serious impact on the cohesion and the angle of internal friction. For moisture content slightly above the optimum moisture content the clay addition improves the cohesion of the mix. This improvement may not be attained if the moisture is far above the optimum moisture content. This limited data cannot give precise ranges but are sufficient to confirm the trend. Figure 12 presents the influence of clay content on the cohesion and friction angle. The influence of clay content on both shear strength parameters is very significant.

There are many factors that have some influence on the shearing process. The effect of shearing rate is significant and depends on the testing arrangements with regard to drainage conditions and the type of soil tested. In clays the rate of strain shall be very low to allow for dissipation of pore water pressure. Several days may be required to finish a single test. However drained strength obtained in a test using a rate of 1. Ladd [ 8 ] claimed that undrained shear strength increases with the increase of rate of shear strain. It is worth mentioning that measured strength parameters need to be obtained in a manner simulating the site conditions.

If the desired conditions are drained too fast, rate may not be appropriate. Boulanger and Idriss [ 10 ] stated that fast direct shear tests would underestimate undrained strength.


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    • The mineralogy can have a major role in the shearing strength capacity of clays. The cementation between particles can either be due to a chemical bond or physicochemical bond.

    Effects of Clay and Moisture Content on Direct Shear Tests for Clay-Sand Mixtures

    Swelling and shrinkage in expansive soils are of two extreme opposite effects on the shearing strength. The shear strength is generally low for fully expanded clay while dry shrinking clay is capable of developing higher cohesion and angle of internal friction. The state of compaction or compaction energy applied to the sample will force the sand particles to closer contact.


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    • Effects of Clay and Moisture Content on Direct Shear Tests for Clay-Sand Mixtures.

      • The measure of the dry density level in terms of maximum dry density as obtained in standard or modified proctor will give a good guide. The sand shape whether rounded, subrounded, or angular will affect the shearing strength of a tested formation. Angular grains provide more interlock and increased shear resistance. The gradation and size of the sand affect the shear resistance. Well-graded materials provide more grain to grain area contact than poorly graded materials.

      Porosity and spaces available for clay within the sand is an important thing to look at when considering mixtures of clays and sands. It is known that the denser the sample is the more shear resistance is expected.

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      The unit weight or bulk density of clay sand mixtures is then crucial in determining its influences on the shearing resistance. In this study mixtures were compacted to its maximum dry density as per standard proctor compaction, and this is the state practicing engineers will consider when recommending a fill. Qualitatively we can say that all mixtures were brought to a very dense state. The particle size distribution PSD is a good measure of the soil grading. Well-graded soil samples are expected to achieve a shear strength higher than poorly graded material.

      Poorly graded material involve more voids and less particle-to-particle contact. The role of little clay within the mix is unlikely significant if the sand particles are in full contact or interlocked at the density state described. Shear strength partitioning between clay and coarse grains is expected when the amount of clay is such that contact between grains is possible.

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      The shear resistance of water within the pores is almost zero, but the water can enable particle-to-particle contact and help in compactness of the clay. Excessive water will reduce the overall shear strength. The outcome of this study is valid for the type of soil tested.

      Soils of different mineralogy may behave in a different way. It is suggested for future studies to investigate the soil water characteristics of the fine part of the mixture and compare the shear strength for different moisture levels. In general it may be possible to consider the water content of the mixture as being fully used by the clay. The dilation of sand in direct shear test is density related and also dependent on the confinement conditions.

      Although the direct shear is a rather quick test compared to consolidated drained triaxial test it has its own disadvantages. Uniformity and repeatability are relatively poor as area of sliding surface keep changing as the test progress.