GATE CE 2022 Set 2 — Question 40
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Geotechnical Engineering → Shallow Foundations → Terzaghi's Bearing Capacity
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Question
Match the following in Column X with Column Y:
| Column X | Column Y |
|---|---|
| (P) In a triaxial compression test, with increase of axial strain in loose sand under drained shear condition, the volumetric strain | (I) decreases. |
| (Q) In a triaxial compression test, with increase of axial strain in loose sand under undrained shear condition, the excess pore water pressure | (II) increases. |
| (R) In a triaxial compression test, the pore pressure parameter “B” for a saturated soil | (III) remains same. |
| (S) For shallow strip footing in pure saturated clay, Terzaghi’s bearing capacity factor () due to surcharge | (IV) is always 0.0. |
| (V) is always 1.0. | |
| (VI) is always 0.5. |
Correct answer
(A) (P)-(I), (Q)-(II), (R)-(V), (S)-(V)
Solution
(P) In a triaxial compression test, loose sand under drained shear condition undergoes compression, which means the volumetric strain decreases. Thus, (P) matches with (I).
(Q) In a triaxial compression test, loose sand under undrained shear condition has a tendency to compress, which leads to an increase in excess pore water pressure. Thus, (Q) matches with (II).
(R) For a fully saturated soil, the pore pressure parameter is equal to 1.0. Thus, (R) matches with (V).
(S) For a shallow strip footing in pure saturated clay (), Terzaghi's bearing capacity factor is equal to 1.0. Thus, (S) matches with (V).The correct combination is (P)-(I), (Q)-(II), (R)-(V), (S)-(V).
(Q) In a triaxial compression test, loose sand under undrained shear condition has a tendency to compress, which leads to an increase in excess pore water pressure. Thus, (Q) matches with (II).
(R) For a fully saturated soil, the pore pressure parameter is equal to 1.0. Thus, (R) matches with (V).
(S) For a shallow strip footing in pure saturated clay (), Terzaghi's bearing capacity factor is equal to 1.0. Thus, (S) matches with (V).The correct combination is (P)-(I), (Q)-(II), (R)-(V), (S)-(V).
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