Bearing Capacity Definitions
- Bearing capacity: It is the loading capacity of the soil.
- Ultimate bearing capacity (qu): That is the least gross pressure that will result in the shear collapse of the supporting soil directly below the foundation.
- Net ultimate bearing power (qun): it is the net strain that can be added to the foundation by external loads that can only initiate the collapse of the underlying soil. That is equal to the ultimate carrying potential minus the stress due to the weight of the foundation an overload immediately above it. Assuming that density (concrete), and soil density (are similar enough to be treated equal, then
qun = qu – Df
Df = Depth of the footing,
- Safe bearing capacity: This is the ability to hold after adding the factor of safety (FS). They are of two kinds,
- Net bearing capacity (qns): That is the net surface pressure that can be added to the soil in the event of shear failure. It is provided by the
- Safe gross capacity(qs): That is the highest gross pressure that the soil can bear safely without shear failure. It is given below,
qs = qns + Df
- Allowable bearing pressure: It is the highest pressure of the soil deprived of any shear collapse or failure of settlement.
Techniques for Evaluating Bearing Capacity
The different methods for measuring the potential of the bearing can be set as provided.
- Presumptive Analysis.
- Analytical Methods.
- Plate Bearing Test.
- Penetration Test.
- Modern Testing Methods.
- Centrifuge Test.
Theory of Terzaghi’s Bearing Capacity
Assumptions in the Bearing Capacity Principle of Terzaghi
- The depth of the foundation is less than or equal to the width of the foundation.
- The foundation base is coarse.
- The soil just above bottom of the foundation has little shear strength; it is just an overload it against overturning load.
- Surcharge up to the foundation base shall be considered.
- Load added is vertical and non-excentric.
- The soil is homogeneous and isotropic.
- The ratio of L/B is infinite.
Consider a foundation of width B and depth weighted with Q and lying on soil of unit weight. The failure zone is split into three sections, given below.
- Zone 1 is an aggressive Rankine zone. The active Rankine is at the angle of 45 + Ø/2
- Zone 2 are the radial shear zones And form one set in the shear pattern. It zones release from outer edge of the centre of the base of the foundation.
- Zone 3 is a passive zone. These are at 45 + Ø/2, the horizontal.
Although the base is rugged, the surface between the base and the two sliding surfaces exists in a balance and it became an arrangement part.
The surfaces are rising to the horizontal. At the moment of failure, the strain from each ground is proportional to the product of the PP passive earth pressure and the cohesion force Ca. If the slip happens around these faces, the resulting earth pressure works to the normal around each face in a vertical direction. If the weight of the soil is not taken the balance of the soil demands that
Qd = 2Pp +2Ca SinØ = 2Pp + Bct tan Ø
The passive pressure desirable to create a slip may be categorized into two sections. The force reflects the resistance due to the weight of the mass. The fact of implementation shall be located at the lower third point. The force is at the midpoint of the touch surface. The value of the bearing power can be determined as:
Qd = 2 [Pp + Pc + Pq +( 0.5 Bc tan Ø)]
Introducing the following values into eqn (2):
- Nc = (2Pc/Bc) + tan Ø
- Nq = (2pq/BγDf)
- Nγ = (4Pq/B2γ)
Quantities are denoted as the bearing capacity factors.
Bearing Capacity Failures
Types of Bearing Capacity Failures of Foundation
- General Shear Failure.
- Local Shear Failure.
- Punching Shear Failure.
1. General Shear Failure
A strip footing lying on soft clay and loose sand. In the ground, shear failure happens at the load and the failure surface spreads to the surface of the ground.
Whenever this failure mode is denoted as a general shear failure. In general shear failure, a heave is regularly detected on the sides. A continuous, well-defined, and distinct surface of failure forms between the edge of the base and the ground surface.
Dense or rigid soil undergoing low compressibility suffers this loss. The constant bulging of the shear mass adjacent to the foot is evident. Failure is accompanied by a tilting of the foot.
Failure is abrupt and devastating, with a sharp curve top. The length of the disruption beyond the edge of the foot is high. The form of plastic balance is originally attained at the foot edge then finally stretches down and out.
General shear failure is followed by low strain (<5 percent) in soil with considerable (>360) and broad N (N >30) with high relative density (ID >70 percent).
2. Local Shear failure
The strip footing laying on medium-consistency clay or medium-dense sand. The acceleration of the foundation is followed by abrupt shocks when the load is equal to a certain Qu value.
Failed surfaces increasingly expand outwards from the foundation. Even so, in happening of the collapse of surfaces, an extensive measure of the foundation is compulsory to extend to the surface of the earth.
The load at which this occurs is equal to Qu‘s. After that point, the rise in legislation is followed by substantial growth in settlements. This types of failures are recognized as local shear failures. Where there is a significant vertical position, the only heave is observed.
Weakness of the surface does not meet the surface of the earth and a minor bulging of the soil at the foundation is found. Failure of the surface is not clearly established. Failure is marked by a significant determination.
There is no well-defined peak in the curve. Local shear failure is followed by a large strain (>10 to 20 percent) of soil with a slightly low (<28o) and low N (N<5) relative density (ID>20 percent).
For local shear failure, the bearing capacity is found by the following equation:
qu= c’Nc‘ + γDNq‘ + 0.5 γBNγ‘
For local shear failure, the local shear limits as assumed below are used to compute the ultimate bearing capacity:
- c’ = (2/3)c
- tanɸ’= (2/3) tanɸ’
- Nc‘, Nq‘, and Nγ‘ are the bearing capacity factors corresponding to ɸ’.
3. Punching Shear Failure
The punching shear is a failure issue in structural members such as slabs and shearing under the action of concentrated loads. A strip footing lying on thick mud or loose sand. Throughout this scenario, the fault surfaces may not reach the ground surface.
At the load of Qu, the foot struggles, and at this fact the load-setting curve becomes steep and functional linear. This form of failure is known as a punching shear failure. When we’ve seen, even more so, there’s just a vertical rotation of the base.
This form of loss occurs in soils with very high compressibility. Failure patterns are not found. There is no bulging of soil at the foundation. Loss is marked by very great settlements.
A constant settlement with no rise is found in the curve. A cylindrical control surface shall be called around the burdened area or the column area at a specific distance. This distance is equal to the depth of the slab.
The average shear stress on the control surface shall not exceed the specification power. Often this design strength is equal to the tensile strength.
These criteria are pieces that are at a specific distance from the face of the column. Of the numerous portions, the most vital things are on the face of the column and at a distance of d/2 on each side of the column.
If the shear stress in these parts exceeds the acceptable stress value, the assembly would be subjected to a punching failure. Design formulas and parameter distances will differ from one code to another. However, the idea behind the measurement of punching shear loss is the same.