Table of Contents

Pad foundations are isolated rectangular, square, or circular slabs that are provided under reinforced concrete columns or column stubs to safely transmit the column load to the ground. They are a type of shallow foundation that is widely used all over the world especially in areas where the soil possesses good bearing capacity. They are also referred to as isolated bases or spread footings. The design of pad foundations involves sizing the base slab to satisfy geotechnical requirements and providing adequate thickness and reinforcements to satisfy structural requirements.

The dimensions of a pad foundation should not be too small so as to cause excessive settlement or bearing capacity failure of the soil. As a matter of fact, allowable bearing capacity is normally used to control settlement during the design of a pad foundation, hence it is treated as a serviceability limit state parameter. The width of a pad foundation is expected not to be less than 1000 mm, and the thickness not less than 150 mm.

**Geotechnical Design of Pad Foundation**

The geotechnical design of a pad foundation can be carried out according to the requirements of EN 1997-1:2004 (Eurocode 7). Eurocode 7 gives three approaches for the geotechnical design of foundations and they are as follows;

**Design Approach 1 (DA1)**: In this approach, partial factors are applied to actions and to ground strength parameters.**Design Approach 2 (DA2)**: In this approach, partial factors are applied to actions or to the effects of actions and to ground resistances.**Design Approach 3 (DA3)**: In this approach, partial factors are applied to actions or to the effects of actions from the structure and to ground strength parameters.

The three approaches can give very different results when applied in design. However, the UK National Annex to Eurocode 7 permits only Design Approach 1 (DA1). For the design of pad foundation using Design Approach 1, three limit states with their appropriate load combination shall be satisfied for the structure. These limit states are;

**EQU**: Loss of equilibrium of the structure**STR**: Internal failure or excessive deformation of the structure itself**GEO**: Failure due to excessive deformation of the ground supporting the structure**UPL**: Failure due to uplift of the foundation due to water pressure**HYD**: Failure due to hydraulic gradient

In the design of pad foundation using DA1, there are two sets of limit state combinations for STR and GEO limit states. Combination 1 is normally used for the structural design of the foundation, while combination 2 is normally used for sizing the foundation. The partial factors for the limit states are given in the table below;

The partial factors for EQU, UPL, and HYD are given in the Table below. They can also be used in the uplift verification of all kind of buried structures.

The partial factors for soil properties is given in the table below;

It should be noted that pad foundations fall under category 2 structures which means that they are conventional structures that are founded on non-difficult grounds. They offer no exceptional geotechnical risk. As a result, routine procedures for field and laboratory testing for design and execution may be used. Geotechnical design of pad foundations can be done by geotechnical or structural engineers. However, the geotechnical design of category 3 structures with abnormal risk can be done by geotechnical engineers only.

The design of pad foundations can be done using any of the following methods;

(a) Analytical (Direct) method

(b) Semi-empirical (Indirect) method

(c) Prescriptive method using presumed bearing resistance (BS 8004)

Using the analytical (direct) method, all limit states should be verified. The ultimate bearing capacity *q _{ult}* of a pad foundation should be verified using the expression below;

q_{ult} = c’N_{c}s_{c}d_{c}i_{c}g_{c}b_{c }+ q’N_{q}s_{q}d_{q}i_{q}g_{q}b_{q} + γ’BN_{γ}s_{γ}d_{γ}i_{γ}g_{γ}b_{γ}/2

where;

c = cohesion

q = overburden

γ = body-weight

N_{i} = bearing capacity factors

s_{i} = shape factors

d_{i} = depth factors

i_{i} = inclination factors

g_{i} = ground inclination factors

b_{i} = base inclination factors

**Example on the calculation of the bearing capacity of a pad foundation using Design Approach 1 (DA1)**

Calculate the bearing capacity of a 1m x 1m pad foundation founded at 0.9 m below a lateritic soil deposit. The characteristic angle of shearing resistance *φ*_{k} of the soil is 21° while the effective cohesion *c’* is 10 kN/m^{2}. The water table is 8m below the ground surface, and the unit weight of the soil is 18 kN/m^{3}.

**Solution**

As the footing rests on a cohesive-frictional soil, the relevant material property is the angle of shearing resistance, φ and the effective cohesion *c’*.

**Design values of angle of shearing resistance**

Characteristic value φ_{k} = 21°. Note that the safety factor γ_{φ} is applied to tan φ_{k} not to φ_{k}.*Combination 1*: γ_{φ} = 1.0, tan φ_{d} = tan φ_{k}/γ_{φ}= tan 21° = 0.383, φ_{d} = 21°*Combination 2*: γ_{φ} = 1.25, tan φ_{d} = tan φ_{k}/γ_{φ} = tan 21/1.25 = 0.307, φ_{d }= 17°

**Design values of cohesion**

Characteristic value of effective cohesion *c*‘ = 10 kN/m^{2}*Combination 1*: γ_{c’} = 1.0, c’_{d} = c’/γ_{c’} = 10 kN/m^{2}*Combination 2*: γ_{c’} = 1.25, c’_{d} = c’/γ_{c’} = 10/1.25 = 8 kN/m^{2}

**Step 2:** Calculate design bearing capacity factors. Use the equations in section D.4 of Annex D of Eurocode 7.

**i. Overburden factor N _{q}**

N

_{q}= e

^{(π × tanφd)}× tan

^{2 }(45 + φ

_{d}/2)

*Combination 1:*φ

_{d}= 21°, N

_{q}= 7.07

*Combination 2:*φ

_{d}= 17°, N

_{q}= 4.77

**ii. Cohesion factor, N _{c}**

N

_{c }= (N

_{q}− 1) cot φ

_{d}

*Combination 1:*φ

_{d}= 21°, N

_{c}= 15.84

*Combination 2:*φ

_{d}= 17°, N

_{c}= 12.28

**iii. Body weight factor N _{γ}**

N

_{γ}= 2(N

_{q}− 1) tanφ

_{d}

*Combination 1:*φ

_{d}= 21°, N

_{γ}= 4.66

*Combination 2*: φ

_{d}= 17°, N

_{γ}= 2.305

**Step 3:** Calculate the design shape factors. Use the equations in Annex D of Eurocode 7.

Square base**i. s _{q} = 1 + sin φ_{d}**

*Combination 1:*φ

_{d}= 21°, s

_{q}= 1.358

*Combination 2:*φ

_{d}= 17°, s

_{q}= 1.292

**ii. s _{c} = (s_{q}N_{q} − 1)/(N_{q} − 1)**

Combination 1: N

_{q}= 7.07, s

_{q}= 1.358, s

_{c}= 1.419

Combination 2: N

_{q}= 4.77, s

_{q}= 1.292, s

_{c}= 1.369

**iii. s _{γ} = 0.7** (for a square shape)

**Step 4:** Calculate the overburden pressure, *q*.

The unit weight of soil is 18 kN/m^{3} and the safety factor γ_{γ} = 1*q* = 18 × depth of footing = γ_{γ }× 18 × 0.9 = 16.2 kN/m^{2}

**Step 5:** Calculate the allowable q_{ult}:

q_{ult} = c’N_{c}s_{c}d_{c}i_{c}g_{c}b_{c }+ q’N_{q}s_{q}d_{q}i_{q}g_{q}b_{q} + γ’BN_{γ}s_{γ}d_{γ}i_{γ}g_{γ}b_{γ}/2

For this calculation, all inclination factors have been ignored.

q_{ult} = c’N_{c}s_{c} + q’N_{q}s_{q} + 0.5γ’BN_{γ}s_{γ}*Combination 1:* q_{ult} = (10 × 15.84 × 1.419) + (16.2 × 7.07 × 1.358) + (0.5 × 18.0 × 4.66 × 1.0 × 0.7) = 409.66 kN/m^{2} *Combination 2:* q_{ult} = (8 × 12.28 × 1.369) + (16.2 × 4.77 × 1.292) + (0.5 × 18.0 × 2.305 × 1.0 × 0.7) = 248 kN/m^{2}

For sizing of the foundation, *Combination 2* allowable bearing capacity should be used (no other factor of safety is to be applied).

For the **semi-empirical (indirect) method**, a commonly recognized semi-empirical method such as bearing resistance estimation using pressuremeter test should be used. The use of experience and testing to determine SLS parameters that will also satisfy ULS requirements is generally done. An example can be found in Annex E of EN 1997-1:2004.

When using the prescriptive method, a presumed bearing resistance from BS 8004 should be used. When such a method is applied, the design result should be evaluated on the basis of comparable experience.

## Example on the **Structural Design of Pad Foundation**

In the structural design of pad foundations, the reaction under an axially loaded column base may be assumed to be uniformly distributed if the load is concentric without any bending moment. Otherwise, the pressure distribution may be assumed to be varying linearly across the base as shown below.

**(a) Design ultimate bearing pressure**

For a concentrically loaded pad foundation, the design earth pressure is given by;

*q = P/A _{prov}*

Where;

P = Design axial force of the column = 1.35G

_{k}+ 1.5Q

_{k}(kN)

A

_{prov}= Base area provided for the footing (m

^{2})

(b)

**(b) Bending**

The critical section for bending is at the face of the column on a pad footing or the wall in a strip footing. The moment is taken on a section passing completely across a pad footing and is due to the ultimate loads on one side of the section. No redistribution of moments should be made.

**(c) Beam Shear**

The vertical shear force is the sum of the loads acting outside the section considered. Shear stress is checked at a distance *d* from the face of the column. It is normal practice to make the base sufficiently deep so that shear reinforcement is not required. The depth of the base is often controlled by the design for shear.

**(d) Punching Shear**

Rules for checking for punching shear resistance are given in section 6.4 of EN 1992-1-1:2004. The punching shear force is the sum of the loads outside the periphery of the critical section. Two punching shear checks should be carried out – at the column perimeter and at between *d – 2d* from the face of the column.

**Structural Design Example of Pad Foundation**

Design a square pad footing for a 250 × 250 mm column carrying a characteristic permanent load G_{k} of 800 kN and characteristic variable load Q_{k} of 425 kN. The presumed allowable bearing pressure of the non-aggressive soil is 225 kN/m^{2}. f_{ck} = 30 N/mm^{2}; f_{yk} = 500 N/mm^{2}; Concrete cover = 50 mm

Pad foundation is a category 2 structure, and this design is to be done using prescriptive methods:

Let 10% of the service load account for the self-weight of the pad foundation.

Base area A = 1.1(800 + 425)/225 = 5.99 m^{2}

Minimum dimensions of footing = √5.99 = 2.447m

Adopt a square foundation of 2500 mm x 2500m x (600 mm) trial depth (Area provided A_{prov} = 6.25 m^{2})

Loading at ultimate limit state N_{Ed} = (1.35 x 800) + (1.5 x 425) = 1717.5 kN

ULS bearing pressure N_{Ed}/A_{prov} = 1717.5/6.25 = 274.8 kN/m^{2}**Critical design moment at the face of the column**

M_{Ed} = (274.8 x 1.125^{2})/2 = 173.89 kNm/m

Effective depth d = 600 – 50 – 16 = 534 mm

k = M_{Ed}/(bd^{2}f_{ck}) = (173.89 x 10^{6})/(100 x 534^{2} x 30) = 0.0203

⇒ z = 0.95d = 0.95 x 534 = 507.3 mm

⇒ A_{s} = M_{Ed}/0.87f_{yk}z = (173.89 x 10^{6})/(0.87 x 500 x 507.3) = 788 mm^{2}/m

Provide H16 @ 225 c/c both ways (A_{sprov} = 893 mm^{2}/m)

**Beam shear**

Check critical section *d* away from column face

V_{Ed} = 274.8 x (1.125 – 0.534) = 162.4 kN/m

v_{Ed} = 162.4/534 = 0.304 N/mm^{2}

v_{Rd, c} = C_{Rd, c} × k × (100 × ρ_{1} × f_{ck}) ^{0.3333}

C_{Rd, c} = 0.12

k = 1 + √ (200/d) = 1 + √ (200/534) = 1.611

ρ = 893/(534 × 1000) = 0.00167

v_{Rd, c} = 0.12 × 1.611 × (100 × 0.00167 × 30)^{0.333} = 0.33 N/mm^{2}

=> v_{Ed} (0.304 N/mm^{2}) < v_{Rd,c} (0.33 N/mm^{2}) beam shear ok

**Punching Shear**

Punching shear: Basic control perimeter at *2d* from face of column

v_{Ed} = βV_{Ed}/u_{i}d < v_{Rd,c }

β = 1,

u_{i} = (250 x 4 + 534 x 2 x 2 x π) = 7710 mm

V_{Ed} = load minus net upward force within the area of the control perimeter)

V_{Ed} = 1717.5 – 274.8 x (0.25^{2} + π x 1.068^{2} + 1.068 x 0.25 x 4) = 422 kN

v_{Ed} = (422 x 10^{3})/(7710 x 534) = 0.102 N/mm^{2}

Punching shear is therefore okay

Thanks for the design info

Sharp and excellent

Good one. God bless you Engr Ubani

Its very elaborate

Thank you Eng.Ubani

Very comphrensive. thanks

very comprehensive

thanks!

Can you please confirm the Overburden Factor in your example and the value of eccentricity e?

EXCELLENT WORK, WHILE TEXTBOOKS WERE BEATING AROUNDN THE BUSH, YOU WENT STRAIGHT TO THE POINT. THANKS EHGR RANKS.