1. Structure II
Course Code: ARCH 209
Dr. Aeid A. Abdulrazeg

2. Design of Reinforced Concrete Foundations
Foundations transfer loads from the building or individual columns to the earth.
Types of foundations are:
isolated bases for individual columns
combined bases for several columns
rafts for whole buildings which may incorporate basements

3. Isolated Bases
Combined Bases
Strip footing

4. Raft footing Pile System
The type of foundation to be used depends on a number of factors such as
1. the soil properties and conditions
2. the type of structure and loading
3. the permissible amount of differential settlement

5. Simplified uniform pressure (design
Soil ability to resist compressive pressure (stress) varies from 10,000kN/m2 for igneous bedrock to less than 75kN/m2 in the case of soft clay.
The behaviour of soil when subjected to pressure also varies considerably as shown. The behaviour also changes from time to time based on the environment in the soil (i.e. water, dryness, presence of salt…etc) N
Cohesive soil (Clay) Cohesion-less soil (sand, gravel)
Simplified uniform pressure (design

6. Isolated Bases Axially loaded footings
In this case, uniform pressure is assumed to develop under the base of an axially loaded footing because the soil is uniformly compressed:
Bearing pressure under the base of a footing is determined by treating the footing as a rigid element and the soil directly under the footing as a homogeneous elastic material that is isolated from the surrounding soil.

7. Footing loaded with axial load and bending moment
Moment may be caused by lateral forces due to wind or earthquake, by lateral soil pressure, or by eccentricity of column due to bending moment the pressure under the footing will not be uniform.
In this case soil pressure can be determined by super imposing the direct stress due to axial load and bending stress due to moment. For c = D/2 (distance between the edge of the footing and the centreline of the column in the long direction) and I = BD3/12:
c/I = (D/2)/(BD3/12) = 6/BD2 and therefore Mc/I = 6M/BD2.

8. + = D/2 D/3 Ymax N/BD Only axial load with no eccentricity e = 0
p = N/BD
N/BD-MY/I M
Ymax + =
MY/I
N/BD+MY/I
Axial load with bending moment
pmax = N/BD + 6M/BD2
pmin = N/BD - 6M/BD2 B D
D/3

9. N
D/2 M
Ymax
D/3

11. Design of Isolated Bases
Axially loaded rectangular footing that supports a single column must be designed for punching shear, beam shear and bending moment.
This type of footings requires reinforcement in both directions because it bends in both directions (two-way action). To simplify design calculation an average effective depth d can be used for both directions. If the footing is square the analysis can be simplified by assuming its strength to be identical in both principal directions even though the actual effective depth is slightly different in each direction because a two-layer grid of steel is required

13. Punching shear failure of pad footing
A heavy load applied to the footing within a small area may cause a shear failure by pushing or punching out a pyramid around the column. This failure surface is caused by complex stress due to biaxial bending and biaxial compression. The code assumes that the failure occurs on a vertical surface located a distance 3d/2 out from the face of the column. The perimeter of the failure surface is similar in shape to that of the column or of the loaded area.
Punching shear failure of pad footing
Actual failure
3d/2
Assumed failure
d = effective depth of footing
Perimeter of failure surface

14. Critical shear line in the short direction
Critical section for shear
This section goes along a vertical section extending across the full width of the base. The code assumes this line lies at a distance equal to 1d from the face of the column. Where d is the effective depth of the footing.
Critical shear line in the short direction
Punching shear perimeter
Critical shear line in the long direction
1.5 d 1d
1 d
Maximum shear

15. Shear at 1d from the column facesB D 1d X
Where p= average pressure (stress) in this area.

16. x 1d D B
Maximum shear
Maximum shear lies at the face of the column. Shear stress at the face of column = < the lesser of or 5N/mm2.
If not, change the section.

17. Critical section for Bending
The critical section for bending lies at the face of the column along the width and length of the base.
Critical line for bending in the long direction
Critical line for bending in the short direction

18. Example# 1
The footing shown in Fig. is required to resist characteristic axial loads of 1000 kN dead and 350 kN imposed from a 400 mm square column. The safe bearing pressure on the soil is 200 kN/ m2 and the characteristic material strengths are fcu= 35 N/ mm2 and fy= 460 N/ mm2

19. For the serviceability limit state
Total design axial load
required base area
Provide a base 2.8 m square area = 7.8 m2
(b) for the ultimate limit state
Column design axial load = 1.4 dl+1.6ll
earth pressure

20. (c) Assume a 600 mm thick footing and with the footing constructed on a blinding layer of concrete the minimum cover is taken as 50 mm. therefore take mean effective depth d = 520 mm. At the column face Shear stress

21. (d) Punching shear
Critical perimeter
Area within perimeter

22. punching shear force
punching shear stress
From table 3.8(BS8110) this ultimate shear stress is not excessive, therefore, h=600 mm will be suitable

23. T20 bars at 330 mm centres, As=2830 mm2
(e) Bending Reinforcement
T20 bars at 330 mm centres, As=2830 mm2

24. (f) Final check of punching shear
From table 3.8(BS8110)
Fcu=35 N/mm2
Punching shear stress was 0.25 N/mm2, therefore a 600 mm is adequate.
(g) Shear stress
Therefore the section is adequate in shear.