# GATE Questions & Answers of Shallow foundations - Terzaghi’s and Meyerhoff’s bearing capacity theories

## What is the Weightage of Shallow foundations - Terzaghi’s and Meyerhoff’s bearing capacity theories in GATE Exam?

Total 28 Questions have been asked from Shallow foundations - Terzaghi’s and Meyerhoff’s bearing capacity theories topic of Foundation Engineering subject in previous GATE papers. Average marks 1.61.

The percent reduction in the bearing capacity of a strip footing resting on sand under flooding condition (water level at the base of the footing) when compared to the situation where the water level is at a depth much greater than the width of footing, is approximately

The width of a square footing and the diameter of a circular footing are equal. If both the footings are placed on the surface of sandy soil, the ratio of the ultimate bearing capacity of circular footing to that of square footing will be

The contact pressure and settlement distribution for a footing are shown in the figure.

The figure corresponds to a

A strip footing is resting on the ground surface of a pure clay bed having an undrained cohesion Cu. The ultimate bearing capacity of the footing is equal to

The plate load test was conducted on a clayey strata by using a plate of 0.3 m × 0.3 m dimensions, and the ultimate load per unit area for the plate was found to be 180 kPa. The ultimate bearing capacity (in kPa) of a 2 m wide square footing would be

A strip footing is resting on the surface of a purely clayey soil deposit. If the width of the footing is doubled, the ultimate bearing capacity of the soil

The soil profile at a site consists of a 5 m thick sand layer underlain by a $c-\phi$ soil as shown in figure. The water table is found 1 m below the ground level. The entire soil mass is retained by a concrete retaining wall and is in the active state. The back of the wall is smooth and vertical. The total active earth pressure (expressed in kN/m2) at point A as per Rankine's theory is _________

A 4 m wide strip footing is founded at a depth of 1.5 m below the ground surface in a $c-\phi$' soil as shown in the figure. The water table is at a depth of 5.5 m below ground surface. The soil properties are: c' = 35 kN/m2, $\phi$' = 28.63°, ${\gamma }_{sat}$ = 19 kN/m3, ${\gamma }_{bulk}$ = 17 kN/m3 and ${\gamma }_{w}$ = 9.81 kN/m3. The values of bearing capacity factors for different $\phi$' are given below.

 $\phi'$ $N_c$ $N_q$ $N_\gamma$ $15^\circ$ 12.9 4.4 2.5 $20^\circ$ 17.7 7.4 5.0 $25^\circ$ 25.1 12.7 9.7 $30^\circ$ 37.2 22.5 19.7

Using Terzaghi's bearing capacity equation and a factor of safety $F_s=2.5$, the net safe bearing capacity (expressed in kN/m2 ) for local shear failure of the soil is __________

A square footing (2 m x 2 m) is subjected to an inclined point load, P as shown in the figure below. The Water table is located well below the base of the footing. Considering one-way eccentricity, the net safe load carrying capacity of the footing for a factor of safety of 3.0 is _________ kN.

The following factors may be used:

Bearing capacity factors: ${N}_{q}$=33.3, ${N}_{\gamma }$=37.16; Shape factors : ${F}_{qs}={F}_{\gamma s}$=1.314; Depth factors: ${F}_{qd}={F}_{\gamma d}$=1.113: Inclination factors: ${F}_{qi}$ = 0.444, ${F}_{\gamma i}$ = 0.02

Net ultimate bearing capacity of a footing embedded in a clay stratum

Group I contains representative load-settlement curves for different modes of bearing capacity failures of sandy soil. Group II enlists the various failure characteristics. Match the load-settlement curves with the corresponding failure characteristics.

 Group I Group II P. Curve J 1. No apparent heaving of soil around the footing Q. Curve K 2. Rankine’s passive zone develops imperfectly R. Curve L 3. Well defined slip surface extends to ground surface

Group I enlists in-situ field tests carried out for soil exploration, while Group II provides a list of parameters for sub-soil strength characterization. Match the type of tests with the characterization parameters.

 Group I Group II P. Pressuremeter Test (PMT) 1. Menard’s modulus (Em) Q. Static Cone Penetration Test (SCPT) 2. Number of blows (N) R. Standard Penetration Test (SPT) 3. Skin resistance (fc) S. Vane Shear Test (VST) 4. Undrained cohesion (cu)

A circular raft foundation of 20 m diameter and 1.6 m thick is provided for a tank that applies a bearing pressure of 110 kPa on sandy soil with Young's modulus, Es' = 30 MPa and Poisson's ratio, vs = 0.3. The raft is made of concrete (Ec = 30 GPa and vc = 0.15). Considering the raft as rigid, the elastic settlement (in mm) is

Four columns of a building are to be located within a plot size of 10 m x 10 m. The expected load on each column is 4000 kN. Allowable bearing capacity of the soil deposit is 100 kN/m2. The type of foundation best suited is

A multistory building with a basement is to be constructed. The top 4 m consists of loose silt, below which dense sand layer is present up to a great depth. Ground water table is at the surface. The foundation consists of the basement slab of 6 m width which will rest on the top of dense sand as shown in the figure. For dense sand, saturated unit weight = 20 kN/m3, and bearing capacity factors Nq = 40 and N$\gamma$ = 45. For loose silt, saturated unit weight = 18kN/m3, Nq = 15 and N$\gamma$ = 20.Effective cohesion c' is zero for both soils.Unit weight of water is 10 kN/m3. Neglect shape factor and depth factor.
Average elastic modulus E and Poisson’s ratio $\mu$ of dense sand is 60 x 103 kN/m2 and 0.3 respectively.

Using factor of safety = 3, the net safe bearing capacity (in kN/m2) of the foundation is:

A multistory building with a basement is to be constructed. The top 4 m consists of loose silt, below which dense sand layer is present up to a great depth. Ground water table is at the surface. The foundation consists of the basement slab of 6 m width which will rest on the top of dense sand as shown in the figure. For dense sand, saturated unit weight = 20 kN/m3, and bearing capacity factors Nq = 40 and N$\gamma$ = 45. For loose silt, saturated unit weight = 18kN/m3, Nq = 15 and N$\gamma$ = 20.Effective cohesion c' is zero for both soils.Unit weight of water is 10 kN/m3. Neglect shape factor and depth factor.
Average elastic modulus E and Poisson’s ratio $\mu$ of dense sand is 60 x 103 kN/m2 and 0.3 respectively.

The foundation slab is subjected to vertical downward stresses equal to net safe bearing capacity derived in the above question. Using influence factor If = 2.0, and neglecting embedment depth and rigidity corrections, the immediate settlement of the dense sand layer will be:

An embankment is to be constructed with a granular soil (bulk unit weight = 20 kN/m3) on a saturated clayey silt deposit (undrained shear strength = 25 kPa). Assuming undrained general shear failure and bearing capacity factor of 5.7, the maximum height (in m) of the embankment at the point of failure is

Likelihood of general shear failure for an isolated footing in sand decreases with

The unconfined compressive strength of a saturated clay sample is 54 KPa

The value of cohension for the clay is

The unconfined compressive strength of a saturated clay sample is 54 KPa

If a square footing of size 4 m x 4 m is resting on the surface of a deposit of the above clay, the ultimate bearing capacity of the footing (as per Terzaghi’s equation) is

In quadrantal bearing system, bearing of a line varies from

A plate load test is carried out on a 300 mm × 300 mm plate placed at 2 m below the ground level to determine the bearing capacity of a 2 m × 2 m footing placed at same depth of 2 m on a homogeneous sand deposit extending 10 m below ground. The ground water table is 3m below the ground level. Which of the following factors does not require a correction to the bearing capacity determined based on the load test?

Examine the test arrangement and the soil properties given below:

The maximum pressure that can be applied with a factor of safety of 3 through the concrete block, ensuring no bearing capacity failure in soil using Terzaghi’s bearing capacity equation without considering the shape factor, depth factor and inclination factor is

Examine the test arrangement and the soil properties given below:

The maximum resistance offered by the soil through skin friction while pulling out the pile from the ground is

A test plate 30 cm × 30 cm resting on a sand deposit settles by 10mm under a certain loading intensity. A footing 150 cm × 200 cm resting on the same sand deposit and loaded to the same load intensity settles by

A column is supported on a footing as shown in the figure below. The water table is at a depth of 10m below the base of the footing.

The net ultimate bearing capacity (kN/m2) of the footing based on Terzaghi’s bearing capacity equation is