$(T)(9)$ The average degree of consolidation at any time $t$ is defined as the ratio of settlement of the whole soil layer at any time and the ultimate settlement of the layer from primary consolidation.

$($F$)(10)$ Soil strengths will be the same for the same soil in the undrained consolidated test and the drained consolidated test.

$($T$)(11)$ The failure plane of a soil is in the same direction of the maximum shear stress because soil failure is a kind of shear failure.

$($F$)(12)$ In the direct shear test, the major principal stress is in the vertical direction and the minor principal stress is in the horizontal direction.

$($T$)(13)$ Undrained shear strength of a saturated soil is equal to one half of the unconfined shear strength of the same soil.

$($T$)(14)$ for normally consolidated clay and loose sand there is no cohesion, that is$,c=0.$

$($F$)(15).$ Pore water pressure is always positive during the undrained consolidated triaxial shear test for any soil.

$($T$)(16)$ sensitivity is the ratio of the unconfined compression strength in a remolded state to that in an undisturbed state.

$($T$)(17)$ In a consolidated drained test for a dense sand, the volume of the soil decreases at the initial stage and then increases due to shear dilation.

$($T$)(18)$ In the direct shear test, there is no measurement of excess pore water pressure.

$($T$)(19)$ Effective strength parameters are generally used to check the long term stability $($that is when all excess pore pressures have dissipated$)$ of soil constructions.

$($F$)(20)$ In the direct shear test, the axes of the major and minor principal stress are always in the vertical direction.

$($T$)(21)$ In unconsolidated undrained tests, the added axial stress at failure is practically the same regardless the chamber confining pressure.

$($T$)(22)$ During a shear test in dense sand, there is a tendency for the specimen to dilate as the test progresses. Similarly, in loose sand, the volume gradually decreases. Under both conditions, the void ratio of the soil will reach the critical void ratio at the final stage.