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Foundation Engineering

Bearing Capacity - Terzaghi Theory

In which one ...

Question

In which one of the following zones is a logarithmic spiral shape of failure surface assumed in the case of bearing capacity analysis of $c - ϕ$ soils?

Active zone

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Passive zone

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Radial shear zone

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Surcharge zone

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Solution

The correct option is C Radial shear zone
According to Terzaghi there are three zones :

Zone -1 : Elastic zone of wedge shape located beneath the loaded strip where in the major principal stress are vertical. This remains in elastic equilibrium and behaves as if it were a part of tooting itself and $∠ C A B = ∠ C B A = ϕ)$ .
Zone - 2: Radial shear zone where arc CD is logarithmic spiral. (Circular when $ϕ = 0)$ .
Zone - 3 : It is called Rankine passive zone. An overburden pressure $q = γ D_{f}$ acts as a surcharge on this zone.

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Similar questions

Q. A 4 m wide strip footing is founded at a depth of 1.5 m below the ground surface in a

c - ϕ

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' = 25 kN/

m^{2}

ϕ^{'}

{28.63}^{o}

γ_{s a t}

= 19 kN/

m^{3}

γ_{b u l k}

= 17 kN/

m^{3}

and

γ_{w}

= 9.81 kN/

m^{3}

. the values of bearing capacity factors for different

ϕ^{'}

are given below.

\begin{matrix} ϕ^{^{'}} & N_{c} & N_{q} & N_{γ} 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 \end{matrix}

Using Terzaghi's bearing capacity equation and a factor of safety

F_{s} = 2.5,

the net safe bearing capacity (expressed in kN/

m^{2}

) for local shear failure of the soil is

Q. For the strip footing on a saturated clay, for the given failure surface (fig. 3. 12), the bearing capacity equation takes the form

where

C_{u}

=undrained shear strength

ϕ_{u}

= angle of internal friction
B = width of strip footing

q_{c}

ultimate bearing capacity of soil

Q. Consider the following statements as suggestive of the bearing capacity of soil:
1. The maximum net loading intensity at which neither the soil fails in shear nor is there excessive settlement detrimental to the structure.
2. The maximum net pressure which the soil can carry without shear failure.
3. The net ultimate bearing capacity of the soil divided by a factor of safety.
Which of the above statements is/are correct?

Q. An embankment is to be constructed with a granular soil

(b u l k u n i t w e i g h t = 20 k N / m^{3})

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

A square footing of 2 m sides rests on the surface of a homogeneous soil bed having the properties: cohesion c = 24 kPa, angle of internal friction $ϕ$ = $25^{o}$ , and unit weight $γ$ = $18 k N / m^{3}$ . Terzaghi's bearing capacity factor $ϕ$ = $25^{o}$ are $N_{c}$ = 25.1, $N_{q}$ = 12.7, $N_{γ}$ = 9.7, $N_{c}^{'}$ = 14.8, $N_{q}^{'}$ = 5.6, and $N_{γ}^{'}$ = 3.2. The ultimate bearing capacity of the foundation (in kPa, round off to 2 decimal places) is

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In which one of the following zones is a logarithmic spiral shape of failure surface assumed in the case of bearing capacity analysis of c−ϕ soils?

In which one of the following zones is a logarithmic spiral shape of failure surface assumed in the case of bearing capacity analysis of $c - ϕ$ soils?