Reinforced concrete foundations are designed based on column loads
and moments at base and the soil data. Following are the types of
foundations in order of preference with a view to economy:
(i) Individual footings (isolated footing)
(ii) Combined footings (combination of individual footings
(iii) Strip footings with retaining wall acting as strip beam wherever applicable.
(iv) Raft foundations of the types (a) slab (b) beam-slab.
The
brick wall footings can also be designed. Often plinth beams are
provided to support brick walls and also to act as earthquake ties in
each principal direction.
Important considerations in design of foundations:
Foundations
are the structural elements which transfer loads from the building or
individual columns to the earth. If these loads are to be properly
transmitted, foundations must be designed to prevent excessive
settlement or rotation, to minimize differential settlement and to
provide adequate safety against sliding and overturning.
Depth of foundation:
Depth of foundation below ground level can be obtained by using Rankine’s formula:
Where, h = minimum depth of foundation
p= gross bearing capacity
= density of soil
= angle of repose or internal friction of soil.
Recommendations of IS456: 2000, Limit state design, bending, shear, cracking and development length:
To
determine the area of foundation required for proper transfer of total
load on the soil, the total load (combination of dead load, live load
and any other load without multiplying it with any load factor) are
considered.
Thickness of the edge of footing:
As per clause 34.1.3 of IS456: 2000, the thickness at the edge shall not be less than 15cm on soils.
Dimension of pedestal:
In
the case of plain cement concrete pedestals, the angle between the
plane passing through the bottom edge of the pedestal and the
corresponding junction edge of the column with pedestal and the
horizontal plane shall be governed by the expression.
Where q
o = calculated maximum bearing pressure at the base of the pedestal/footing in N/mm
2
F
ck = characteristic strength of concrete at 28 days in N/mm
2
Fig: Dimensioning of pedestal
Maximum Bending moment in footings:
The
bending moment will be considered at the face of column, pedestal or
wall and shall be determined by passing through the section a vertical
plane which extends completely across the footing, and over the entire
area of the footing or one side of the said plane. The reference clause
is 34.2.3.1 and 34.2.3.2 of IS456: 2000.
Shear capacity checks for footings:
The shear strength of footing is governed by the following two factors:
a)
The footing acting essentially as a wide beam, with a potential
diagonal crack intending in a plane across the entire width, the
critical section for this condition shall be assumed as a vertical
section located from the face of the column, pedestal or wall at a
distance equal to the effective depth of the footing in case of footings
on soils.
For one way bending action of footing (one way shear)
For one way shear action, the nominal shear stress in calculated as:
Where,
= shear stress
V
u = factored vertical shear force
b = breadth of critical section
d = effective depth
(
= design shear strength of concrete based on % longitudinal tensile reinforcement. Refer table 61 of SP -16)
Fig: Critical section for one-way shear in foundation
Two way shear (or two way bending action or punching shear) of foundation:
For
two way bending action, the following should be checked in punching
shear. Punching shear shall be around the perimeter 0.5 times the
effective depth away from the face of the column or pedestal.
For two way shear action, the nominal shear stress is calculated in accordance with clause 31.6.2 of IS456: 2000 as follows:
Where
= shear stress
b
o = periphery of the critical section
d = effective depth
V
u = factored vertical shear force
When shear reinforcement is not provided, the nominal shear stress at the critical section should not exceed
Where, Ks = 0.5 + Bc (but not greater than 1)
Bc = (short dimension of column or pedestal / long dimension of column or pedestal)
N/mm
2
Note: It is general practice to make the base deep enough so that shear reinforcement is not required.
Development length of reinforcement bars in foundation:
The
critical section for checking the development length in a footing shall
be assumed at the same planes as those prescribed for bending moment in
clause 34.2.3 of code and also at all other vertical planes where
abrupt changes in section occur. Refer clause 34.2.4.3 of IS456: 2000.
Reinforcement in foundations:
The
minimum reinforcement in footing slab specified by the code is 0.12%
and maximum spacing specified is 3 times the effective depth or 450mm
whichever is less. (clause 34.3).
Only tensile reinforcement is
normally provided. The total reinforcement shall be laid down uniformly
in case of square footings. For rectangular footings, there shall be a
central band, equal to the width of the footing. The reinforcement in
the central band shall be provided in accordance with the following
equation.
Where,
Transfer of load at the base of column:
Clause: 34.4 of IS456: 2000.
The
compressive stress in concrete at the base of column or pedestal shall
be transferred by bearing to the top of supporting pedestal or footing.
The
bearing pressure on the loaded area shall not exceed the permissible
bearing stress in direct compression multiplied by a value equal to
but not greater than 2.
Where,
A
1
= supporting are for bearing of footing, which is sloped or stepped
footing may be taken as the area of the lower base of the largest
frustum of a pyramid or cone contained wholly within the footing and
having its upper base, the area actually loaded and having side slope of
one vertical to two horizontal.
A
2 = loaded area at the column base.
For limit state design, the permissible bearing stress specified is 45 f
ck.
If
the permissible bearing stress is exceeded either in the column
concrete or in footing concrete, reinforcement must be provided for
developing the excess force. The reinforcement may be provided either
extending the longitudinal bars into the footing or by providing dowels
in accordance with the code as given by the following:
1. Minimum
area of extended longitudinal bars or dowels must be 0.5% of
cross-sectional area of the supported column or pedestal.
2. A minimum of four bars must be provided.
3. If dowels are used their diameter should not exceed the diameter of the column bars by more than 3mm.
4. Enough development length should be provided to transfer the compression or tension to the supporting member.
5.
Column bars of diameter larger than 36mm, in compression only can be
dowelled at the footing with bars of smaller diameters. The dowel must
extend into the column a distance equal to the development length of the
column bar. At the same time, the dowels must extend vertically into
the footing a distance equal to the development length of the dowel.
Fig: Rigid and spread footings
(
) per minute till failure occurs and note maximum load at failure.
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