This calculator allows the user to analyse a rigid rectangular spread footing with piers for uniaxial or biaxial resultant eccentricities. The following checks are performed: overturning, sliding, uplift and soil bearing at the four corners of the footing.

Refer to image above for the nomenclature and sign convention used in this calculator.

Concrete unit weight, γc (kcf)

:0.15

Footing length, L

:8.0ft

Footing width, B

:5.0ft

Footing thickness, T

:2.0ft

Depth of soil, D

:2.0ft

Soil unit weight, γs (kcf)

:0.12

Coefficient of passive pressure, Kp

:3.0

Coefficient of friction, μ

:4.0

Use the same factor of safety for all checks?

:No

Factor of safety

:1.5

FS (overturning)

:1.5

FS (sliding)

:1.5

FS (uplift)

:1.5

FS (bearing) (2)

:1.50

Allowable bearing pressure, (kips-sf)

:150.0Input the dimensions of the column and any loads/moments transferred to the footing - self-weight of the column is automatically calculated.

Total applied vertical load, ΣPz

:23.290000000000006kips

Eccentricity of ΣPz, ex

:1.08ft

Eccentricity of ΣPz, ey (ft)

:1.17ftResisting moments:

ΣMrx (ft-kips)

:291.84

ΣMry (ft-kips)

:291.84

Overturning moments:

ΣMox (ft-kips)

:412.25

ΣMoy (ft-kips)

:-410.25

Factors of safety:

FSx (overturning)

:0.71

FSx (overturning) Safe/Fail?

:Fail

FSy (overturning)

:0.71

FSy (overturning) Safe/Fail?

:Fail

Resisting forces:

Friction against footing, Ffx

:0.0kips

Friction against footing, Ffy

:0.0kips

Pushing forces:

Passive soil pressure against footing, Fpx

:46.08kips

Passive soil pressure against footing, Fpy

:46.08kips

Factors of safety:

FSx (sliding)

:4.61

FSx (sliding) Safe/Fail?

:Safe

FSy (sliding)

:4.61

FSy (sliding) Safe/Fail?

:Safe

Total downward load, ΣPz

:-76.71kip

Total upward load, ΣPz

:100.0kip

Factor of safety:

FS (uplift) (1)

:0.7671

FS (uplift) Safe/Fail?

:Fail

Pressures at four corners:

P1 (kips-sf)

:0.00

P2 (kips-sf)

:0.00

P3 (kips-sf)

:0.00

P4 (kips-sf)

:0.32

Factor of safety:

FS (bearing) (1)

:0

FS (bearing) Safe/Fail?

:Fail

💬 We'd love your feedback on this template! It takes 1min

The engineer must ensure that the **bearing pressure **does not exceed the **soil bearing capacity**. Distribution of the bearing pressure depends on the **eccentricity **of the loads - a concentric load result in even distribution, while an eccentric load leads to a greater pressure on one side than the other. Eccentric loads lead to overturning moments, which are significantly more dangerous than concentric loads as they cause **rotation **and **differential settlement**.

There are two types of eccentricities: **uniaxial **and **biaxial**. When the imposed loads on a footing produces a moment along only one axis (say, the x- or y-axis), it is said to have a uniaxial eccentricity. Loads which produce moments in both directions (x- and y-axis) have biaxial eccentricity.

For a footing subject to only one load, the resultant moment due to eccentricity is fairly easy to calculate by resolving it to the footing centroid:

When there are multiple loads on a footing (e.g. a strip or mat footing with multiple columns), the same approach is taken:

Loads which are eccentric in both x- and y-axis induce biaxial bending. Depending on the location of these, induced moments may be acting in opposing directions. If the moment in one direction is greater than the other, it leads to an uneven bearing pressure distribution. In such cases, these moments are said to be either **overturning **or **resisting **- the convention is up to the designer.

In the example above, *P1 *and *P2 *are acting against each other but since *P2* has a greater eccentricity, the bearing distribution will be greater under it than under *P1*. The ratio between the resultant overturning and resisting moment is called the **factor of safety (FoS)**. Different standards and codes recommended varying FoS values, generally greater than 1.5.

Bearing failure is the most common failure mode for footings. There are also other failure modes such as **sliding** and **uplift **but these are rare. Geotechnical investigations are conducted to ensure soil parameters (friction angle, cohesion, etc.) are adequate prior to construction and footings are almost always subject to compressive loads, hence no uplift.

Time to get math-y.

Let's consider a footing with the following load configuration:

Based on the location of the loads, we notice the following:

*P1*and*P2 acts against P3*and*P4*about the x-axis*P1*and*P4*acts against*P2*and*P3*about the y-axis

This can be verified by calculating the moment due to each load relative to footing centroid:

If we assume positive moment to be overturning and negative to be resisting, then:

Now, we can also find the **resultant eccentricity** by summing the vertical loads and rearranging equations:

Why does this matter in practical design? A footing is most stable when it is in **full compression **i.e. the entire soffit of the footing is in bearing against the soil. Studies have shown that a footing is deemed to be in full compression if the resultant eccentricity is within an area **within a sixth of its width/length** from the centre. When the eccentric load is within the highlighted zone, the maximum and minimum bearing pressure can be calculated as:

If a footing is in **partial compression** or there is **loss of contact with soil**, there is a higher risk of failure due to overturning and the development of differential settlement. This occurs when the resultant eccentric load does not lie in the highlighted zone, leading to an asymmetric bearing pressure distribution:

💬 Got 1min to provide feedback on this template? Click here