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1. LESSON 24. Basic Rules for Design of Beams and Slabs
24.1 INTRODUCTION
The details given below are based on the recommendations
made in IS: 456-1978.
24.2. EFFECTIVE SPAN
(a) For simply supported beam and slab: The effective span of a
simply supported beam or slab is taken as the distance between
the centre to centre of support or the clear distance between the
supports plus the effective depth of the beam of slab whichever
is smaller.
(b) For continuous beam or slab: In case of a continuous beam
or slab, where the width of the support is less than 1/12 the clear
span, the effective span shall be worked out by following the
rule given in (a) above.
In case the supports are wider than 1/12 of the clear span or 600
mm whichever is less, the effective span shall be taken as under.
(i)For end span with one end fixed and the other continuous or
for intermediate spans, the effective span shall be the clear span
between supports.
(ii) For end span with one end free and the other continuous, the
effective span shall be equal to the clear span plus half the
effective depth of the beam or slab or the clear span plus half the
width of the discontinuous support, whichever is less.

2. Note: In case of span with roller or rocker bearings the
effective span shall always be the distance between the centres
of bearings.
(c) Frames. In the analysis of a continuous frame, effective span
shall be taken as the centre to centre distance between the
supports.
24.3 CONTROL OF DEFLECTION/DEPTH OF BEAMS
AND SLABS
It is necessary to impose a check on the magnitude of deflection
in a structural member with a view to ensure that the extent of
deflection does not adversely affect the appearance or efficiency
of the structure or finishes or partition etc. Control on deflection
is also necessary to prevent structural behavior of the member
being different from the assumption made in the design. As per
Code for beams and slabs, the vertical deflection limits may be
assumed to be satisfied, provided that the span to depth ratio are
not greater than the values obtained as below.
(a) Basic values of span to effective depth ratios for spans up to
10m.
(i) Cantilever 7
(ii) Simply supported 20
(iii) Continuous 26
(b) For spans above 10m, the values in (a) may be multiplied by
10/span in metres, except for cantilever in which case deflection
calculations should be made.

3. (c) Depending on the area and the type of steel for tension
reinforcement the values in (a) or (b) shall be modified as per
Fig.24.1.
(d) Depending on the area of compression reinforcement the
values of span to depth ratio shall be further modified as per
Fig.24.2.
(e) For flanged beams, the values of (a) or (b), be modified as
per Fig.24.3 and the reinforcement percentage for use in Fig.
24.1 and Fig. 24.2 should be based on area of section equal to .
Note 1. For slabs spanning in two directions, the shorter of the
two spans should be used for calculating the span to effective
depth ratios.
Note 2. For two-way slabs of small spans (up to 3.5m) with mild
steel reinforcement, the span to overall depth ratios given below
may generally be assumed to satisfy vertical deflection limits for
loading class upto 3000 N/m2
.
Simply supported slabs 35
Continuous slabs 40
For high strength deformed bars, of grade Fe 415, the values
given above should be multiplied by 0.8.
24.4 SLENDERNESS LIMITS FOR BEAMS
To ensure lateral stability, a simply supported or continuous
beam shall be so proportioned that the clear distance between
the lateral restraints does not exceed 60 b or whichever is
less, where d is the effective depth of the beam and b, the

4. breadth of the compression face mid-way between the lateral
restraints.
For a cantilever, the clear distance from the free end of the
cantilever to the lateral restraint shall not exceed 25b or
whichever is less.
24.5 REINFORCEMENT IN BEAMS
24.5.1 Tension Reinforcement
(i) Minimum reinforcement: The minimum area of the tension
reinforcement in beams shall not be less than that given by the
following expression
(ii) Maximum reinforcement: The maximum area of tension
reinforcement in a beam shall not exceed 0.04 b D. Where D is
the overall depth of the beam.
24.5.2 Compression Reinforcement
The maximum area of compression reinforcement in a beam
shall not exceed 0.04 bD. For effective lateral restraint, the
compression reinforcement in beams shall be enclosed by
stirrups.

5. 24.5.3 Side Face Reinforcement
Where the depth of the web in a beam exceeds 750 mm, side
face reinforcement shall be provided along the two faces. The
total area of such reinforcement shall be not less than 0.1 per
cent of the web area and shall be distributed equally on the two
faces at a spacing not exceeding 300 mm or web thickness
whichever is less.
24.5.4 Minimum Area of Shear Reinforcement
Minimum shear reinforcement in the form of stirrups shall be
provided that
24.5.5 Maximum Spacing of Sheer Reinforcement
Maximum spacing of shear reinforcement measured along the
axis of the member shall be as under
(i) For vertical stirrups 0.75d or 450mm whichever is
less

6. (ii) For inclined stirrups
at 45˚
d or 450mm whichever is less
24.6 REINFORCEMENT IN SLABS
24.6.1 Minimum Reinforcement
The area of reinforcement in either direction in slabs should not
be less than 0.15 per cent of the total cross-sectional area in case
mild steel bars are used as reinforcement. In case of high
strength deformed bars of welded wire fabric, this value can be
reduced to 0.12 per cent.
24.6.2 Maximum Diameter
The maximum diameter of the reinforcing bar in a slab should
not exceed 1/8th
of the total thickness of the slab.
24.7 CLEAR COVER TO REINFORCEMENT
The clear cover of concrete (excluding plaster or other
decorative finish) to reinforcement in different structured
members should be as under.
(a) The clear cover for tensile, compressive, shear or any other
reinforcement in slab shall not be less than 15 mm or the
diameter of the reinforcing bar whichever is more.
(b) The clear cover of longitudinal reinforcing bar in the beam
shall not be less than 25 mm or the diameter of the reinforcing
bar whichever is more.

7. (c) The clear cover at each end of reinforcing bar in the beam or
slab shall not be less than 25 mm or twice the diameter of such
bar whichever is more
(d) The clear cover for a longitudinal reinforcing bar in a
column shall not be less than 40 mm or the diameter of the
reinforcing bar which is more. However in case of columns
having minimum dimensions of 200 mm or less, and whose
reinforcing bar diameter does not exceed 12mm, a clear cover of
25 mm can be adopted.
(e) The clear cover for any other reinforcement should not be
less than 15 mm or the diameter of the reinforcing bar
whichever is more.
(f) In case the surface of concrete of a structural member is
exposed to action of harmful chemicals, acids, vapours, saline
atmosphere, sulphurous smoke etc. or concrete surface is in
contact with earth contaminated with such chemicals, it is
necessary to provide increased cover. The increase in cover may
be between 15 mm to 50 mm over and above the values of cover
specified in (a) to (e) above.
(g) For reinforced concrete members periodically immersed in a
sea water, or subjected to sea spray, the cover of concrete shall
be 50 mm more than specified in (a) to (e) above.
Note 1. When concrete of grade M 25 and above is used in
R.C.C. work, the additional thickness of cover as specified in (f)
and (h) above may be reduced to half.
Note 2. In all such cases the cover should not exceed 75 mm.
24.8. SPACING OF REINFORCEMENT

8. 24.8.1 Minimum distance between Individual Bars
(i) The minimum horizontal distance between two parallel main
reinforcing bars shall not be less than the diameter of the bar (in
case of unequal diameter bars, the diameter of the larger bar is
considered) or 5mm more than the nominal maximum size of
coarse aggregate used in the concrete, whichever is more.
(ii) In case where it is desired to provide main bars in two or
more layers one over the other, the minimum vertical clear
distance between any two layers of the bars, shall normally be
15 mm or two-thirds the nominal maximum size of aggregate or
the maximum size of the bar whichever is the greatest.
24.8.2 Maximum Distance between Bars in Tension
(i) The pitch of the main tensile bars in R.C. slab should not
exceed three times the effective depth of the slab or 450 mm
whichever is smaller.
(ii) The pitch of the bars provided to act as distribution bars or
bars provided to guard against temperature and shrinkage in an
R.C. slab, shall not exceed five times the effective depth of the
slab or 450mm, whichever is smaller.
24.9 CURTAILMENT OF TENSION REINFORCEMENT
IN FLEXURAL MEMBERS
(a) The main reinforcement in beams and slabs may be curtailed
or bent up, beyond the point at which it is no longer required to
resist bending. The curtailed reinforcement shall, however,
extend beyond that point, for a distance equal to the effective
depth of the member or 12 times the bar diameter whichever is
greater except at simple supports or end of cantilever. Besides

9. this, certain requirement regarding shear will have to be satisfied
as per provision in the relevant clause in the code.
(b) Positive moment reinforcement
(i) At least one-third of the positive moment reinforcement in
simply supported member and one-fourth of the positive
moment reinforcement in case of continuous member should
extend along the same face of the member into support to a
length = /3 where = development length of the bar.
(ii) When a flexural member is part of primary lateral load
resisting system, the positive reinforcement required to be
extended into the support as described in (b) above shall be
anchored to develop its design stress in tension at the face of the
support.

10. Let c’ = side cover to the reinforcing bar.
x’ = length of the bar from centre line of the support to the
beginning of the hook.
L0 = sum of anchorage beyond the centre of support and the
equivalent anchorage value.
In Fig. 24.4 the blackened portion of the bar shows the standard
hook having an anchorage value of 16. In case of standard hook
of mild steel reinforcement the anchorage value of the length of
the bar between the beginning of the hook and the outer face of
the hook can be taken as 3.

11. (c) Negative moment reinforcement. At least one-third of the
total reinforcement provided for negative moment at the support
shall extend beyond the point of inflection for a distance not less
than the effective depth of the member or 12 or one sixteenth of
the clear span whichever is greater.
24.10 LAP SPLICE
When it is necessary to provide laps in reinforcing bars the
length of lap shall not be less than the following values. The
splices should be staggered and as far as possible provided away
from sections of maximum stress.
24.10.1 Lap Length for Bars in Flexural Tension
The minimum lap length for bars in flexural tension including
anchorage value of hooks shall be greater of the following
The straight length of lap shall, however, not be less than 15Ø or
20 cm. If Ø be the diameter of plain m.s.round bar; be the actual
tensile stress in bar; M 15 be the grade of concrete used (for
which design bond stress=0.6 N/mm2
), the lap length of bar for
case (ii) above will be

12. 24.10.2 Lap Length for Bars in Direct Tension
The minimum lap length for bars in direct tension including
anchorage value of hooks shall be greater of the following:
(i) 30Ø
(ii) 2Ld
24.10.3 Lap Length for Bars in Compresion
The minimum lap length for bars in compression shall be greater
of the following
24.10.4 Splicing Bars of Different Diameter
When bars of two different diameter are to be spliced, the lap
length shall be calculated on the basis of the smaller diameter

13. bar since the force to be transmitted at the slice is governed by
the thinner bar.
24.11 ANCHORAGE VALUE OF BEND
If a bar in tension has its end bent to a hooked shape, the
calculated development length of the bar shall be reduced by a
length equal to the anchorage value of the type of hook
provided. The anchorage value of standard semi-circular hook,
45˚ bend and standard L-hook is taken as 16Ø , 12Ø and 8Ø
respectively of the hooked bar.
For a bar in compression, no hooks need be provided as they
deprive the bar of its proper axial end bearing and also tend to
cause outward buckling of the bar.
Normally, deformed bars are not provided with end hooks.
24.12 BENDING MOMENT CO-EFFICIENTS FOR
BEAMS AND SLABS
The following cases are considered:
(a) Simply supported members
(b) Members continuous over two spans
(c) Members continuous over three or more spans.
24.12. 1 For Simply Supported Members
In case of simply supported beams and slabs, resting on two
supports or having only one span and loaded with uniformly
distributed load
Max +ve B.M. is given by

14. Where
w = {Sum of total dead load + imposed load (fixed) + imposed
load (not fixed)} in Newton per metre.
and l = effective span of the member in metres.
24.12.2 For Members Continuous Over Two Equal or
Approximately Equal Spans
In case of beams and slabs continuous for two equal or
approximately equal spans (the spans are considered
approximately equal when they do not differ in length by more
than 15% of the longest span) and loaded with uniformly
distributed load.
24.12.3 For Members Continuous Over three of more
Approximately Equal Spans
In case of beams and slabs continuous over three or more
approximately equal spans (the spans are considered
approximately equal when they do not differ in length by more
than 15% of the longest span) and loaded with uniformly

15. distributed load, the bending moments at the mid-span and
support can be worked out by use of the following formulae as
given in IS: 456-1978.
where
wd= Total dead load and imposed load (fixed)
ws = Total imposed load (not fixed)
l = effective span
24.13 SHEAR FORCE CO-EFFICIENTS FOR BEAMS
AND SLABS
24.13.1 For Beams and Slabs Simply Supported over Span
or Continuous for Two Spans
In case of beams and slab simply supported over one span or
continuous for two spans and loaded with uniformly distributed
load, the shear force is given by

16. 24.13.2 For Beams and Slabs Continuous over three or more
Spans
In case of beams and slabs continuous over three or more spans
which do not differ by more than 15% and loaded with
uniformly distributed load, the shear force at different supports
can be worked out by use of following formulae as given in IS:
456-1978.
24.14 MODULAR RATIO
The value of modular ratio m for any desired grade of concrete
can be obtained by the empirical formula

17. Where σcbc is permissible compressive stress due to bending in
concrete in N/mm2
.
24.15 UNIT WEIGHT OF PLAIN CONCRETE AND
R.C.C.
Based on recommendation in revised code, the unit weight of
plain cement concrete and reinforced cement concrete shall be
taken as 24000 N/m3
and 25000 N/m3
respectively.
24.16 GENERAL
1. The check for bond stress specified in the earlier code is now
replaced by the concept of development length. In order to
ensure development of required stresses in reinforcing bar at any
section, it is necessary to extend the bar on either side of the
section by appropriate development of length.
2. It is desirable to use one type of reinforcing steel bar (either
plain bars or deformed bars) in the design or detailing of a
member to avoid chances of error while executing the work. The
secondary reinforcement like lies and stirrups can however,
invariably be of mild steel even when the main reinforcement
consists of HYSD bars.

18. Fig. 24.1 Modification factor for tension reinforcement
Fig. 24.2 Modification factor for compression reinforcement

19. Fig. 24.3 Reduction factor for ratios of span to effective depth
for flanged beams
Fig. 24.4 Curtailment of tension reinforcement in flexural
members