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14 Cards in this Set
- Front
- Back
For saturated normally consolidated clays under unconsolidated-undrained (UU) loading conditions, undrained cohesion is assumed to be zero.
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False
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For saturated overconsolidated clays under unconsolidated-undrained (UU) loading conditions, undrained cohesion is assumed to be zero.
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False
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In an unconfined compression test on clay, the undrained cohesion is assumed to equal the unconfined compression strength.
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False
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For saturated clays under consolidated-drained (CD) loading conditions, friction angle is assumed to be zero.
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False
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For a given saturated clay, undrained strength can be expected to increase with increasing in situ (geostatic) vertical effective stress.
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True
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Friction angle is approxiamately zero for all saturated clays under undrained loading.
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False
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Skemton's pore pressure parameter "B" is always 1.0 (or very close to 1.0) for saturated clays.
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True
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Skempton's pore water pressure parameter "A" can never be less than zero
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False
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Naturally occuring organic soils can never have moisture contents above 100%
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False
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For granular soils under drained conditions, the Mohr-Coulomb shear strength equation is only an approximation. This is because at hight normal stress levels, shear strength is not a linear function of effective normal stress.
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True
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For clays, the effective residual friction angle may be substantially smaller than the effective peak friction angle.
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True
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Research has shown that the size of the clay fraction and clay mineralogy are the two primary factors that control drained residual friction angle in clayey soils.
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True
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For clays, generally, as liquid limit increases, drained residual friction angle decreases.
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True
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For clays under undrained unconfined loading, strength typically increases with increasing degree of saturation.
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False
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