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14 Cards in this Set

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For saturated normally consolidated clays under unconsolidated-undrained (UU) loading conditions, undrained cohesion is assumed to be zero.
False
For saturated overconsolidated clays under unconsolidated-undrained (UU) loading conditions, undrained cohesion is assumed to be zero.
False
In an unconfined compression test on clay, the undrained cohesion is assumed to equal the unconfined compression strength.
False
For saturated clays under consolidated-drained (CD) loading conditions, friction angle is assumed to be zero.
False
For a given saturated clay, undrained strength can be expected to increase with increasing in situ (geostatic) vertical effective stress.
True
Friction angle is approxiamately zero for all saturated clays under undrained loading.
False
Skemton's pore pressure parameter "B" is always 1.0 (or very close to 1.0) for saturated clays.
True
Skempton's pore water pressure parameter "A" can never be less than zero
False
Naturally occuring organic soils can never have moisture contents above 100%
False
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.
True
For clays, the effective residual friction angle may be substantially smaller than the effective peak friction angle.
True
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.
True
For clays, generally, as liquid limit increases, drained residual friction angle decreases.
True
For clays under undrained unconfined loading, strength typically increases with increasing degree of saturation.
False