This document summarizes key concepts related to shear and torsion behavior in reinforced concrete beams. It discusses modes of cracking in shear, shear failure modes, critical sections for shear design, the influence of axial forces and longitudinal reinforcement on shear strength, and shear transfer mechanisms. The key points covered include web shear cracking, flexure-shear cracking, diagonal tension failure, shear-compression and shear-tension failures, and the four mechanisms that contribute to shear transfer: aggregate interlock, dowel action, stirrups, and the interaction between axial compression and shear strength.

1. Module 1: Behaviour of RC Beams in Shear and Torsion:
Modes of Cracking , Shear Transfer Mechanisms , Shear Failure Modes, Critical
Sections for Shear Design , Influence of Axial Force on Design Shear Strength,
Shear Resistance of Web Reinforcement, Compression Field Theory, Strut-and-
Tie Model.
Equilibrium Torsion and Compatibility Torsion, Design Strength in Torsion, Design
Torsional Strength with Torsional Reinforcement- Space Truss Analogy and Skew
Bending Theory
SHEAR TORSION

2. 1. Flexural and shear stresses in prismatic beams
 Flexural (normal) stress fx and
the Shear stress  at any point
in the section, located at a
distance y from the neutral axis,
are given by:
I = second moment of area of the section about the neutral axis
Q = first moment of area about the neutral axis of the portion of the section above the layer at distance y
from the NA
b = width of the beam at the layer at which  is calculated.
 variation of shear stress is parabolic, with a maximum value at the neutral axis and zero values at the
top and bottom of the section.

3.  Combined flexural and shear stresses can be resolved into equivalent principal stresses
f1 and f2 acting on orthogonal planes, inclined at an angle a to the beam axis
Principal stresses

4.  for elements located at the neutral axis – Condition of Pure Shear exists , τ is maximum
and fx = 0 , f1 = f2 = τmax and α = 45o
 Principal stress trajectories’ are a set of orthogonal curves whose tangent/normal at any
point indicate the directions of the principal stresses at that point
Principal stress trajectories
Principal Tensile Stress
(PTS) Trajectory
Principal Compressive
Stress Trajectory
Potential crack pattern
.
Principal Compressive Stress Trajectory takes the form
of an arch while that of tensile stresses have the curve
of a catenary or like a suspended chain.
Towards midspan where shear stresses are low and
bending dominant the direction of principal stresses
tend to be parallel to the beam axis.
Near the supports where the shearing forces are
greater, the principal stresses become inclined and
greater the shear force greater is the inclination.
Cracks would develop in a direction that is
perpendicular to that of the principal tensile stress.

6. 2. Modes of Cracking in RC Beams
Two types of inclined cracking occur in concrete beams
 Web Shear Cracking
 Flexure – Shear Cracking
 Web Shear cracking starts from near NA location when the PTS due to shear exceed the tensile
strength of concrete. Usually occur in I beams (thin webs)
 Flexure – Shear cracking is an extension of vertical flexural cracking and develops when the PTS due to
combined shear and flexural tensile stresses exceed the tensile strength of concrete.

7. 3. Shear failure modes in beams without web rebars
Case 1: a/d < 1 DEEP BEAMS
 Without web reinforcement, inclined cracking transforms the beam into a tied-arch with tension element
as longitudinal rebars and compression element as cracked concrete
 The tension element may fail by yielding, fracture or failure of anchorage.
 OR compression chord may fail by crushing of concrete
a

8. Case 2: 1 < a/d < 2.5
Failure is initiated by an inclined crack ⎯ usually a
flexure-shear crack. The actual failure may take place
either by
(1) crushing of the reduced concrete section above the
tip of the crack under combined shear and
compression, termed shear-compression failure
(2)or secondary cracking along the tension
reinforcement, termed shear -tension failure.
Such failures usually occur before the failure due to moment resisting capacity of beam is
exhausted
a
a

9. Case 3: 2.5 < a/d < 6
 If shear reinforcement is not provided, the cracks extend
rapidly to the top of the beam; the failure occurs suddenly
and is termed diagonal tension failure. Addition of web
reinforcement enhances the shear strength considerably.
 Loads can be carried until failure occurs in a shear-tension mode (yielding of the shear reinforcement)
or in a shear-compression mode (If shear reinforcement is excessive, it may not yield; instead concrete
in diagonal compression gets crushed), or in a flexural mode.
 The limiting a/d ratio above which flexural failure is certain depends on the tension steel area as well as
strength of concrete and steel. This is expected with a/d  6
 Such beams may fail either in shear or in flexure. Flexural tension cracks develop early. Failure in shear
occurs by the propagation of inclined flexural-shear cracks.
a

10. Note:
Web−Crushing Failure
I−beams with web reinforcement may fail by the crushing of
concrete in the web portion between the inclined cracks
under diagonal compression forces

11. 4. Shear Transfer Mechanisms
 Interface shear (aggregate interlock) force Va ,
transmitted along the inclined plane of the crack, resulting from the friction against
relative slip between the interlocking surfaces of the crack. Its contribution can be
significant, if the crack-width is limited.
Shear resistance in reinforced concrete beams is provided by the shear transfer in the
compression zone, aggregate interlock across crack face, stirrups crossing the shear
crack, and dowel action of longitudinal reinforcing bars crossing the crack in concrete
c

12.  Dowel force in the tension reinforcement (due to dowel action) Vd
V = Vc + Va + Vd + Vs = Vint
 In the uncracked stage the applied shear is resisted almost entirely by concrete . V  Vc
 At the instance of flexural cracking, there is a redistribution of stresses, and some interface shear Va
and dowel action Vd are induced
 At the stage of diagonal tension cracking, the shear reinforcement that intercepts the crack contributes
significantly to resist shear. All the four major mechanisms are effective at this stage.

13. V = Vc + Va + Vd + Vs = Vint
Since methods to include Vay and Vd are not clearly
available only two primary mechanisms are
considered in practice.
Vc is modified to take into account of Va and Vd
V = Vc + Vs

14.  The increase in pt in the flexural tension zone contributes to enhanced dowel action Vd ,
and control the propagation of flexural cracks.
 This results in increase in the position of the neutral axis
 The increased area of uncracked concrete in compression zone enhances contributions of Va and Vc
 Thus the higher the percentage tension reinforcement, the greater the shear resistance in the
concrete – up to a limit : Xu /d = Xu,max/d
 This contribution is given in Table 19 of IS 456 which are computed from
5. Influence of Longitudinal Rebars content ; pt – 100 Ast / bd

15. For a concrete grade beyond a
value of pt which corresponds
to  =1, c remains constant .
This is the upper limit of
contribution that can be expected
from dowel action and control of
crack propagation (increased
depth of NA)
 Detailing provisions as per CL
26.2.2 and 26.2.3 are satisfied in
regions of rebar curtailment

16. 6 Concept of Shear Span
With Mand Vas the applied bending moment and shear force at a section in the beam (b x d)
fx∝M /bd2 and τ ∝ V/bd
𝑓𝑥
𝜏
∝
𝑀
𝑉𝑑
With beams in four point bending
M = Pa and V = P
M/V = a -> Shear Span
𝑓𝑥
𝜏
∝
𝑎
𝑑
P
P SHEAR SPAN
The dimensionless ratio a/d or M / V d enables the prediction of failure modes of beam in flexural shear

17. 7. Concept of Nominal Shear Stress
V/BD = (1.5 V/BD)(2/3)
Average Shear
Stress
A. Members with Uniform Depth
The concept of average shear stress in a beam section is used in mechanics of materials is
used in RC sections also
 v = shear force / area of cross section = Vu / bd CL 40.1
τv is merely a parameter intended to aid design and to control shear stresses in RC members
It does not actually represent the true average shear stress as distribution is quite complex in RC.

18. B. Members with Varying Depth

19. Note on Computation of Nominal Shear Stress
 When the depth increases in the same direction as the bending moment as in the case in cantilever
beams, nominal shear stress is reduced. Use of the simpler equation for nominal shear stress gives
conservative results.
 Equation as per CL 40.1.1 is mandatory when the depth decreases with increasing moment.
Compression face is sloping - tapered footings and
cantilever beams
 A similar correction is necessary and equations holds
good in this case also. Use of the simpler equation
for nominal shear stress gives conservative results.

20. When a support reaction introduces
transverse compression in the end region of
the member, the shear strength of this region
is enhanced, and inclined cracks do not
develop near the face of the support (which is
usually the location of maximum shear).
This is of particular significance in footing slabs
where flexural (one-way) shear is a major
design consideration
8. Critical sections for shear computation
Critical Section for Shear (22.6.2)
Support
Region

21. Critical Section for Shear (22.6.2.1)
(Crack Initiation Plane)
Support
Region
d
450
End Region subjected to transverse compression, inclined
cracks do not develop in this region
Line of
Dispersion
Critical Section for Shear (22.6.2.1)
(Crack Initiation Plane)
Support
Region
d
450
End Region subjected to
transverse compression,
inclined cracks do not develop
in this region
Line of
Dispersion
> 2d

22. End
Supported
beam
Critical
section at
d from the
face of
support
Beam
Supported
by columns
Concentrated
Load within d
from the face
of support Critical
section at
the face of
supportMember
Loaded near
the bottom
(Inverted T
beam)
Beam
Supported by
girder of
similar depth
Critical
section at
the face of
support
Beam
Supported by
monolithic
vertical
element
(Suspenders)

23. 9. Influence of Axial Force on Design Shear Strength
 Axial force either compression or tension may act in conjunction with M and V due to reasons
such as externally applied, prestressing and restraint forces due to shrinkage or temperature.
Typical examples include ring beams in domes
 Shear strength of concrete is generally improved in the presence of uniaxial compression and weakened
in the presence of uniaxial tension.
Effect of Axial Compression
 The effect of an axial compressive force is to delay the formation of both flexural and inclined cracks,
and also to decrease the angle of inclination α of the inclined cracks to the longitudinal axis.
 IS 456 specifies that the design shear
strength in the presence of axial compression
should be taken as δ τc

24. Axial tensile force is expected to do exactly the reverse - it will decrease the shear
strength, accelerate the process of cracking and increase the angle α of the inclined cracks.
Effect of Axial Tension
 No explicit provisions in IS 456 are available
The following simplified expression for δ, based on the ACI Code may be used:
When axial tension is also present, design for shear may be done based on the
Compression Field Theory or the Strut-and-Tie Model,

25. 10. Enhanced Shear Strength of Sections Close to Supports
 Shear strength of concrete is enhanced in regions close to the support, when the support reaction
introduces transverse compression.
 Substantial portion of the load is transmitted to the support directly through strut action, rather
than through flexural shear.
> 300
300
d
d/tan30 = 1.732 d  2d

26. CL 40.5.1 Enhancement of Shear
Strength in end region
(40.5.1)
< 2d
> 300

27. EXAMPLE 1
B = 300mm, d = 610 mm, D = 685mm, fck = 25MPa, P = 445 kN at mid span, Ast = 2458 mm2, Span = 1220 mm
Find the maximum shear strength of concrete if
1. No Axial forces are present
2. If Axial compression = 265 kN
Case 1: No Axial forces are present
1. av = 610 < 2d , failure plane is inclined at angle greater than 300 and concentrated load is acting in shear span (<2d).
Hence critical section for shear is located in regions closer to support.
2. As per CL 40.5.1 design shear strength is enhanced to 2dc /av
3. 100 Ast/bd = 100 x 2458 / (300 x 610) = 1.34% From Table 19 c = 0.7 + [(0.74 - 0.7) x 0.09/0.25] = 0.714 N/mm2
Enhanced design Shear Strength c = 2 x 610 x 0.714 /610 = 1.428 N/mm2
4. Shear Strength of Concrete = 1.428 x 300 x 610 = 261 kN

28. Case 2: Axial compression = 265 kN
1. As pert CL 40.2.2
𝛿 = 1 +
3𝑃𝑢
𝐴 𝑔 𝑓𝑐𝑘
≤ 1.5 ; 𝛿 = 1 +
3 𝑥 265 𝑥 1000
300 𝑥 685 𝑥 25
= 1.155
2. Enhanced design Shear Strength:  c = 1.155 x 1.428 = 1.65 N/mm2
3. Strength of Concrete = 1.65 x 300 x 610 = 302 kN

29. Example 2 - Enhanced design shear strength
Vu = 700 kN
b = 400 mm
d = 644 mm
fck = 35 MPa
Ast = 5 x 804.25 = 4021 mm2
1. av = 750 < 2d , failure plane is inclined at angle greater than 300 and concentrated load is acting in
shear span. Hence critical section for shear is located in regions closer to support
2. As per CL 40.5.1 design shear strength is enhanced to 2dc /av
3. 100 Ast / bd = 100 x 4021 / (400 x 644) = 1.56%  1.5%, From Table 19 c = 0.78 N/mm2
Enhanced design Shear Strength c = 2 x 644 x 0.78 /750 = 1.34 N/mm2

30. 11. Shear Reinforcement
Flexural member should be capable of developing its full moment capacity rather than having its strength
limited by premature shear failure.
Further in an overloading scenario failure should not be sudden and explosive in nature.
Special shear reinforcement is used to enhance shear strength and induce ductile failure mechanism.
Shear reinforcement, also known as web reinforcement may consist of any one of the following systems.
Ends anchored properly around longitudinal bars to develop the yield strength in tension
As per Cl. 40.4
• stirrups perpendicular to the beam axis;
• stirrups inclined (at 45° or more) to the beam axis
• longitudinal bars bent-up (usually, not more than) at
45° to 60° to the beam axis, combined with stirrups.

32. 12. Shear Resistance of Stirrups
A. Plane Truss Model
This is evaluated based on idealization of a RC beam as a plane truss consisting of a series of reinforcing
steel tensile ties and concrete compressive struts, interconnected at nodes to form a truss capable of
transmitting the loads to the supports.

Crack pattern due to
flexure and shear
Original Truss model
Truss is formed by lumping all the
stirrups cut by section aa into one
vertical member and all diagonal
concrete struts cut by section bb
into one compression diagonal
inclined at 450

Variable angle Truss model
Angle of inclination of concrete
struts generally varies from 250 to
650 depending upon arrangement
of rebars.

33. B. Beams with Inclined Stirrups
Diagonal Crack with horizontal projection ‘p’
and inclined length, i= p/cos, is crossed by
inclined bars, horizontally spaced ‘sv ‘apart.
Let rebar inclination = a , crack orientation=
and ‘a’ be the distance between successive
rebars measured parallel to the crack
direction.
 a
a
sv
A B C
D
AB = a cos
BD = a sin
BC = BD cot a = a sin cot a
AC = sv = a cos + a sin cot a = a sin ( cot  + cot a)
a = sv / sin ( cot  + cot a)

34. Let ‘n’ be the number of bars crossing the crack ; n= i/a
n = [p / cos] sin ( cot  + cot a) / sv
n = p [ 1 + tan  cot a]/ sv
Total shear resistance , Vus = n x fy x Asv x sin a
Vus = fy Asv p [sin a + cos a tan ] / sv
Assuming usual crack inclination   450 and p  d and fy = 0.87 fy
Vus = 0.87fy Asv d [sin a + cos a] / sv
C. Beams with vertical Stirrups a =900
IS 456 CL 40.4 recommendations
Vus = 0.87 fy Asv d / sv
D. Beams with Inclined bars ( Bent-up)
Vus = 0.87 fy Asv sin a

35. 13. Limits of shear rebars or Limiting value of Ultimate Shear Resistance of concrete
 Cl. 40.2.3 has imposed a limit on the resistance Vus from shear reinforcement, by limiting the
ultimate shear resistance of concrete to c,max values given in Table 20.
𝝉 𝒄 𝒎𝒂𝒙 ≈ 𝟎. 𝟔𝟐 𝒇 𝒄𝒌
if c < v < c max , then resistance from rebars can be supplemented else section need to be redesigned
 Hence, a shear -compression failure may occur even before the shear reinforcement has yielded .
 Yielding of the shear reinforcement at the ultimate limit state is
essential to ensure a ductile failure.
 However, such a failure will not occur if the shear reinforcement
provided is excessive as section becomes stronger in diagonal tension
compared to diagonal compression

36. 1. v= Vu/bd = 700 x 103 / (400 x 644) = 2.72N/mm2 <c max= 3.7 N/mm2 (Table 20)
2. c< v <c max , Hence Shear rebars are required
3. As per CL 40.5.2
𝐴 𝑠 =
𝑎 𝑣 𝑏 (𝜏 𝑣 −
2𝑑 𝜏 𝑐
𝑎 𝑣
)
0.87 𝑓𝑦
=
750 𝑥 400(2.72−1.34)
0.87𝑥 415
= 1147 mm2
𝐴 𝑠≥
0.4 𝑎 𝑣 𝑏
0.87 𝑓𝑦
=
0.4 𝑥 750 𝑥 400
0.87𝑥 415
= 333 mm2
This is provided in middle three quarters of shear span = (¾)x 750 = 563 mm
Use 2L - # 12, Asv = 226 mm2
Number of stirrups = 1147/226 = 5, Spacing = 563/4 = 140 mm c/c
Example 3 : Design shear reinforcement for Example 2
560

37. Example 4 : Verify the adequacy of RC beam in shear with following design data
3000
CL
660
1-#25 + 2-#20
2-#20
b = 250mm, d = 399 mm, D = 450 mm
DL = 15.0 kN/m, LL = 13.1 kN/m
fy = 415 MPa,
fck = 25 MPa
Shear Rebars =  8 @ 200, fy = 250MPa
Support width = 230 mm
1. Ultimate shear Vu at different sections
At support CL = (15 + 13.1) x3 = 84.3 kN , At midspan = 0
At curtailment location = 84.3 x (3 - 0.66) / 3 = 65.754 kN
At critical section ; d from support face
= 84.3 x (3 - 0.115 - 0.399) / 3 = 69.9 kN CL 22.6.21.
84.3
399
Critical section for Shear At curtailment location

38. 2. Check adequacy of section
• v = Vu / (bd) = 69.9 x1000 / (230 x 399) = 0.76 Mpa < τc,max = 3.1 MPa (for M 25 concrete). BEAM size OK
3. Design shear resistance at critical section
• Ast = 2- #20 = 628 mm2 , pt = 100 Ast/bd = 100 x 628 /( 250 x399) = 0.63 ; Table 19 - τc = 0.536 MPa
• Shear Resistance of Concrete : Vc = 0.536 x 250 x 399 = 53.47 kN
• Shear Resistance by Stirrups: Vus = 0.87 x 250 x 2 x 50.26 x 399 / 200 = 43.62 kN CL 40.4
• Vs = Vc + Vus = 97.1 kN > 69.9 KN OK
4. Check for Asv min and Sv max
• Asv min / Sv = 0.4 x 250 /(0.87 x 250) = 0.46
• Asv prov / Sv = 2 x 50.26 / 200 = 0.5 > 0.46 OK

39. Sv max = 0.75 x 399 = 299 mm or 300 mm whichever is less
Sv prov = 200 < 299 OK
5. Check shear strength at bar cut-off point CL 26.2.3.2
• Max. Shear resistance of beam = 97.1 kN
• (2/3) x 97.1 = 64.73 kN
• At curtailment location Vu = 65.754 kN > 64.73 Cl 26.2.3.2 (a)
• Hence additional stirrup area is provided along terminated bar over a
distance from the cutoff point = (3/4)d = 300 mm Cl 26.2.3.2 (b)
• Area of cutoff bar (1-#25) = 491 mm2
• Total Area of bar at cutoff section (1-#25 + 2 - #20) = 1119 mm2
• b = 491 / 1119 = 0.44 , S = 399 /( 8 x 0.44) = 113 mm
• Excess stirrup area required = 0.4 x 250 x 113 / 250 = 45 mm2
• Provide 4 nos – 2L - #8 @ 100 over a length = 300 mm in curtailed zone

40. CL
660
1-#25 + 2-#202-#20
300
4 - 2L - #8 @ 100 extra stps
3000

41. 14. Comments:
IS code method , “Vc + Vs” approach is essentially empirical and
generally leads to safe designs.
Vc – concrete contribution is considered as some combination of force
transfer by dowel action of the main steel, aggregate interlock along
a diagonal crack and shear in the uncracked concrete beyond the end
of the crack without an explicit account of each contribution.
Diagonal cracking load without web rebars is considered as concrete
contribution to the shear strength
Some rational models such as “truss model”, “Strut and Tie model”
and “Compression field theory are available to study the behaviour
in combined bending and shear

42. 15. Strut and Tie Model
RC beams can be divided into
• B – regions where beam theory is valid and
• D – regions where discontinuities ( near concentrated loads, openings and changes in cross
section) which affect member behaviour
 D – regions are that portion of the
member that is within a distance
equal to member depth from a force
or geometric discontinuity – Filled
regions in fig
 B – regions are portions of member
outside D – region – unfilled regions
in fig.

43.  Strut and Tie models are applied within D-regions
 Model consist of struts and ties connected at nodal zones
that are capable of transferring loads to the supports or
adjacent B regions.
 Thickness ‘b’ is perpendicular to the plane of truss and
width ‘w’ is in the plane
 The truss representing the strut and tie model must fit
within the envelope defined by the D region. Selection left
to the discretion and multiple solutions are possible.

44. All of the supports and loads are within D of each other or the supports.
Entire structure is characterized as D - region
Example of a Transfer Girder

45. 16. Torsion in RC members
• RC members are also subjected to torsional moments in addition to
bending and shear and sometimes with axial forces also.
• Torsional moments causes twisting of the member
• Torsional moments can be generated in two types of load transfer
mechanisms and are identified as
1.Primary or equilibrium or statically determinate torsion
2. Secondary or Compatibility or statically indeterminate torsion
torsion

46. • exists when external load has no alternative load path but must be
supported by torsion. In such cases torsion is required to maintain static
equilibrium and can be uniquely determined.
Example : 1. Cantilevered slab from a beam
• Loads applied to the slab surface cause twisting moment mt to act along
the length of beam.
• These are equilibrated by the resisting torque
T at the columns.
• In the absence of torsional moments structure
will collapse
• Hence this cannot be ignored in designs
A. Equilibrium torsion

47. 2. Curved Beams in Plan
GRID
Semi Circular Beam
Circular Ring Beam

48. • arises from the requirements of compatibility of deformation between adjacent parts of
a structure
• Torsional moments cannot be found based on static equilibrium alone.
• Ignoring this will lead to cracking but will not cause collapse.
• Internal redistribution of forces is forced and an alternative equilibrium path is found
Example : Spandrel or edge beam supporting a monolithic
concrete slab
Case1:
Torsionally stiff and suitably
reinforced the slab moments
will be same as those for a
rigid support.
Case2:
Little torsional stiffness and
inadequate reinforcement cracking
will occur and the slab moments
will be same as those for a
hinged support.
B. Compatibility Torsion

49. The torsional rigidity = G C, of a member may be obtained by assuming the shear modulus
G equal to 0.4 Ec , and torsional stiffness C equal to half of the St. Venant value
calculated for the plain concrete section

50. 17. Behaviour of Plain Concrete members in torsion
• The maximum torsional shear stress occurs at the middle of the wider face
• The state of pure shear develops direct tensile and compressive stresses along the
diagonal directions, as shown in the element at A
• The principal tensile and compressive stress trajectories spiral around the beam in
orthogonal directions at 45o to the beam axis.
(a) (b)
A
• Torsion induces shear stresses and causes
warping of non-circular sections.
• For rectangular sections under elastic
behaviour, the Distribution of torsonal shear
stress over the cross- section is as shown
in fig (b)

51.  Cracks would develop on the surface when the diagonal
tensile stress reaches the tensile strength of concrete and
rapidly progress inwards.
 In a plain concrete member, the diagonal torsional
cracking in the outer fibers would lead, almost immediately,
to a sudden failure of the entire section.

52.  At the cracking load, point A, the angle of twist
increases without an increase in torque as some of
the forces resisted by the uncracked concrete are
redistributed to the reinforcement.
 The cracking extends toward the central core of the
member, rendering the core ineffective.
 Experiments performed on a series of solid and
hollow rectangular beams with the same exterior size
and increasing amounts of both longitudinal and
stirrup reinforcement, it has been found that
• Although the cracking torque was lower for
the hollow beams, the ultimate strengths were
the same for solid and hollow beams having
the same reinforcement.
18. Behaviour of RC members in torsion

53.  After the cracking of a reinforced beam, failure may occur in several ways.
• The stirrups, or longitudinal reinforcement, or both, may yield
• or for beams that are over reinforced in torsion, the concrete between the
inclined cracks may be crushed by principal compression stresses prior to yielding of
steel.
 Addition of longitudinal steel without stirrups has little effect on the strength of a
beam loaded in torsion because it is effective only in resisting the longitudinal
component of the diagonal tension forces.
 A rectangular beam with longitudinal bars in the corners and closed stirrups can resist
increased load after cracking
NOTE:

54. 19. Strength of reinforced concrete members subjected to torsion
Two very different theories are used
The first, based on a skew bending theory developed by Lessig and
extended by Hsu was the basis for the torsion-design provisions in the
1971 through 1989 ACI Codes.
This theory assumes that some shear and torsion is resisted by the
concrete, the rest by shear and torsion reinforcement.
The mode of failure is assumed to involve bending on a skew surface
resulting from the crack’s spiraling around three of the four sides of the
member.
IS 456 code provisions are based on this theory.

55. The second design theory is based on a thin-walled tube/plastic space
truss model, similar to the plastic-truss analogy.
This theory, presented by Lampert and Thürlimann and by Lampert and
Collins, forms the basis of the torsion provisions in the latest European
design recommendations for structural concrete and, since 1995, in the
ACI Code.

56. 20. Shear Force due to Torsion in Plain Concrete beams- Plasticity Approach
Assumption:
Plain Concrete section is fully plasticized at the point of failure and this implies that
the shear stress is constant throughout the section
• Triangular area = (b x b/2)/2 = b2/4
• Vh = t b2/4
• Trapezoidal area = (b/2) [D+ (D-b)] /2
= b (2D –b)/4
• Vv= t b (2D –b)/4
• Lever arm Z1 = (D-b) + 2
𝟐
𝟑
𝒃
𝟐
= D –
𝒃
𝟑
• Lever arm Z2 = 2x(D-b+2D)/(D-b + D)b/6
=
𝒃
𝟑
𝟑𝑫−𝒃
𝟐𝑫−𝒃

57. Tcr = Vh z1 + Vv z 2 =t
𝒃 𝟐
𝟐
(D –
𝒃
𝟑
)
t =
𝟐 𝑻𝒄𝒓
𝒃 𝟐
(𝑫−
𝒃
𝟑
)
=
𝟐 𝑻𝒄𝒓
𝒃 𝟐
𝒅 (
𝐃
𝐝
−
𝒃
𝟑𝐝
)
(
𝑫
𝐝
−
𝒃
𝟑𝐝
)  1 for most of sections in practice
Since full plastificationis not justified for concrete a correction factor = 0.8 is applied
t =1.6
𝑻 𝒄𝒓
𝒃 𝟐
𝒅
= 1.6
𝑻 𝒄𝒓
/𝒃
𝒃𝒅

58. • 1.6 Tcr /b provides a measure of the equivalent flexural shear due to
torsion.
• This concept is used in IS 456 to compute equivalent shear force due to
transverse shear force and torsion.
Shear force due to Torsion Vt = t bd= 𝟏. 𝟔
𝑻 𝒄𝒓
𝒃

59. Estimate the ‘cracking torque’ for a plain concrete beam 300 x 500 mm
deep . Also determine the limiting torque beyond which torsional
reinforcement is required. τc= 0.3 MPa, M20, τt = 0.2  fck
, d = 450 mm
EXAMPLE 5
1. t = 1.6
𝑻 𝒄𝒓/𝒃
𝒃𝒅
• t = 0.2 x 20 = 0.894 MPa
• Tcr = t b2d /1.6 = 0.894x 3002x450/1.6 = 22.64 kNm
2. Torsional reinforcement is required if V> c, As Vu=0
• Ve = 1.6 Tu/b ; c x b xd = 1.6 Tu/b
• Tu=c b2d /1.6 = 0.3 x 3002 x 450 /1.6 = 7.6 kNm

60.  is an extension of the plane truss analogy
used to explain flexural shear resistance of
RC sections
21. Space Truss Analogy – Behaviour of RC members in Torsion
 RC member is visualized as a space truss consisting of
• Spiral concrete diagonals that are able to take load parallel but not
perpendicular to the torsional cracks
• Transverse tension tie members provided by closed stirrups
• Tension Chords provided by longitudinal reinforcement

61.  Visualized as ‘thin-walled tube’ which is fully effective at the post-
torsional cracking phase.
 Represents a simplification of actual behaviour as the calculated torsional
strength is controlled by the strength of transverse reinforcement and is
independent of concrete strength.

62. • Let As = area of longitudinal rebars, Asv = area of 2L stirrups, Sv = spacing of
stirrups, fy = yield stress,
• F be the force in each leg and link of stirrups
• Torsional Moment = Tu = F b1 + F d1
• F = 0.87 fy (Asv/2) for each vertical leg and horizontal link
• Number of vertical legs crossing the crack = d1 / Sv
• Number of horizontal links crossing the crack = b1/ Sv
• Tus= 0.87 fy (Asv/2) (d1 / Sv ) b1 + 0.87 fy (Asv/2) (b1 / Sv ) d1
22.Torsional resistance by the stirrups: Tus
Sv
TUS= 0.87 fy Asv b1 d1 / Sv

63. 23. Behaviour in Combined Shear + Torsion
The flexural shear is distributed,
whereas the torsional shear is restricted
in the shear flow zone.
 In the central region, the shear is
insignificant due to torsion
Thus, when shear and torsion act
together they are not additive
throughout the width of the web.

64. In general, the interaction between Tu /Tus and Vu /Vus :
Tu = factored twisting moment carried by stirrups
Vu = factored shear force carried by stirrups
Tus= Torsional shear resistance by stirrup (pure torsion)
Vus = Flexural Shear resistance by stirrups (without torsion)
a = values in the range 1 to 2
𝑻 𝒖
𝑻 𝒖𝒔
a
+
𝑽 𝒖
𝑽 𝒖𝒔
a
= 1
a = 1 , Linear interaction provides a conservative estimate

65. 24. Interaction formula for Shear and Torsion
Assume Shear carried by stirrups = 0.4 Vu and a = 1 ;
TUS= 0.87 fy Asv b1 d1 / Sv ; Vus = 0.87 fy Asv d / sv
𝑻 𝒖
𝑻 𝒖𝒔
+
𝑽 𝒖
𝑽 𝒖𝒔
= 1
𝑻 𝒖
𝑺 𝒗
𝟎.𝟖𝟕 𝒇𝒚 𝒃 𝟏
𝒅 𝟏
𝑨 𝒔𝒗
+
𝟎.𝟒 𝑽𝒖 𝑺𝒗
𝟎.𝟖𝟕 𝒇𝒚 𝑨𝒔𝒗 𝒅
= 1
𝑻 𝒖 𝑺 𝒗
𝒃 𝟏
𝒅 𝟏
(𝟎.𝟖𝟕 𝒇𝒚)𝑨 𝒔𝒗
+
𝑽 𝒖 𝑺𝒗
𝟐.𝟓 𝒅 (𝟎.𝟖𝟕 𝒇 𝒚
) 𝑨𝒔𝒗
= 1
This is used to compute Asv as per CL 41.4.3 with d  d1

66. Torsion causes an axial tensile force N. Fig(a)
Half of this is assumed to be resisted by flexural compression zone and
the other half by flexural tension steel.
Flexure causes a compression–tension couple Fig (b)
 For combined bending and torsion, these internal forces add together.
25. Behaviour in Combined Bending + Torsion
+ = C - N/2
T + N/2

67.  The reinforcement provided for the flexural tension force, T, and
that provided for the tension force due to torsion (N/2) must be
added together.
The concept of equivalent moment as adopted in IS 456 is based on
this hypothesis.
In the flexural compression zone, the force C tends to cancel out
some, or all, of the tension (N/2) due to torsion Fig (c)

68. Failure hypothesis :
• Longitudinal bars and Stirrups yield simultaneously
• Crack inclination = 450
Condition : (Volume of steel / unit length) x fy is same
for both longitudinal and stirrups
This Yields
Ast Sv fy = Asv fy (b1 + d1) ; Ast = Asv (b1 + d1) /Sv
Mt= (N/2) d1 = (Ast x 0.87 fy x d1) / 2 = (Asv (b1 + d1) /Sv) 0.87 fy d1 / 2
26. Equivalent Moment (Fictitious Moment) due to torsion : MT
N/4
N/4

69. Since TUS= 0.87 fy Asv b1 d1 / Sv ; 0.87 fy Asv / Sv = Tus /b1d1
Mt = (Tus /b1d1 ) (b1 + d1) d1 / 2 = Tus(1 + d1/b1)/2
Since d1/b1 = D/b
Mt = (Tus / 2)(1+ D/b)
As a conservative estimate IS 456 has
adopted 1.7 instead of 2 in the above
expression – CL 41.4.2

70. 27. Combined Bending + Shear + Torsion
Normal stress is caused by bending moment
Shear stress due to torsion circulates around the section in
different directions
Shear stress due to shear force is mainly parallel to the direction
of the shear force

71. The side of the section where the shear stresses are additive is
critical in design.
In general longitudinal and transverse reinforcements are required
to resist all load conditions
Reinforced concrete members are analysed using the space-truss
analogy and the skew bending theory as per IS 456

72. She proposed an approach of analysis for under-reinforced
beams. Equilibrium conditions for an assumed skew-bending type
of failure mechanism is established. She presented the first two
modes of failure
Inclined tension crack spiral round three faces of the beam. On
the fourth side, the ends of the crack are joined by a
compression zone. At failure, reinforcement is assumed to be
yielding on the three sides.
A. Skew Bending Theory – proposed by Lessig (1958)

73. Collins et al. (1968) discovered mode 3 failure and extended the
analysis to a more general case of un-symmetrically reinforced
members where the top longitudinal steel is significantly less than the
bottom longitudinal steel and subjected to large torque and small
bending moment.
Cracks are initiated at the top and side faces and the compression
zone is at the bottom face.
Failure occurs when both top and transverse steels yield.

74. The skew-bending model categorizes torsional failure of a reinforced
concrete beam under three different modes: Modes 1, 2 and 3
depending on the location of a skewed compression zone near the top,
side or bottom of the section respectively.
Each mode has a compression face and a tension face as in the case of
pure bending, but the compression face becomes skewed to the normal
cross-section due to the presence of torsion.
The failure pattern depends on
• the aspect ratio of the beam,
• the ratio between top and bottom longitudinal reinforcements,
• and the ratio between applied torsional moment and bending moment
in combination with different values of shear force.

77.  The presence of shear may cause a beam to fail at a strength below
that predicted by one of the three skew bending modes.
 In a square beam with equal longitudinal steel in all faces, under
pure torsion, there would be equal possibility of failure in mode 1, 2
and 3.

78. Summary about Skew Bending Theory
 In the mode one failure, the equivalent ultimate moment (Me1) acts
in the same direction as that of the flexural moment. We design
the steel for Me1
 If the torsional effect is large, Mt > Mu, in that case, we should
also design for the transverse bending and negative bending.
For the negative bending moment, we are designing for the top steel and
here the equivalent moment Me2 acts in an opposite sense to that flexural
moment.
The transverse bending is modeled by the expression Me3 and for that
there is compression in one side and tension in the other side face. The
design steel is for one side face and we provide a symmetric amount of
steel in the other side phase.

79. Mode 1 Failure Analysis
Equating the internal and external
moments
• As1 = Area of longitudinal steel on face 1 - flexure tension face
• (jd)1 = Lever arm when longitudinal steel As1 yields - is taken as that corresponding to
flexure without torsion.
• As1 (0.87fy)(jd)1 = equivalent bending moment = Me1 to be resisted
• a varies from 450 to 900 - conservative value = 450
Me1 = M + M
t

80. This forms the basis for computing longitudinal reinforcement as
per CL 41.4.2

81. Mode 2 Failure Analysis
Only the outer two legs of the closed stirrups should be considered for
computing the torsional resistance contribution by web steel.
If the stirrup consists of more than two legs, the interior legs should be
ignored.
 This clause consists of two requirements.

82. The first one corresponds to the expression given for
computing Asv and is intended to take care of a mode 2
failure which is likely due to large amount of torsion and small
shear forces.
The second requirement imposes a minimum limit so that the
shear stress (ve - c) will be carried by the stirrup.
This is intended for avoiding the normal type of shear failure
associated with large shears together with a small amount of
torsion.

83. Mode 3 Failure Analysis
From moment equilibrium conditions
As3 = Longitudinal steel on face 3
(jd)3 = Lever arm when As3 starts yielding
Me2 = As3 (0.87 fy) (jd)3 = Mt - M
In other words the section should resist an
equivalent bending moment Me2 to avoid mode
3 failure.

84. 28. Detailing of Torsion Rebars

85. A beam, framing between columns, has an effective span of 5.0 m and supports a
cantilevered projection, 1 m wide as shown in Fig. Beam size = 300 x 500 mm. Determine
the adequacy of the section (as per IS Code), assuming a total uniformly distributed load
(DL+LL) of 5 kN/m2 on the cantilever projection as shown. Assume fixity at the ends of the
beam against torsion as well as flexure. Rebar Details: 2=#16 at top and bottom; 2L-
#10@150 . M20 , d= 452 mm, Clear Cover = 30 mm on all sides measured to stirrups
Example 6
1
m
5m
300
1. Loads on Beam kN/m
• from projection: 5.0 × 1 = 5.0
• self weight: 25 × 0.3 × 0.5 = 3.75 kN/m
• Total factored load = 1.5 x 8.75 = 13.13 kN/m
• Distributed Factored torque = 5 x 0.65 x 1.5 = 4.88 kNm/m

86. wu = 13.13 kN/m
tu= 4.88 kNm/m
2. Actions on the beam
• Support section is critical as it is subjected to
Mu+Vu+Tu
• Mu = 13.13 x 52/12 = 27.35 kNm
• Tu = 4.88 x 5/2 = 12.2 kNm
• Vu = 13.13 x5/2 = 32.83 kN
3.Adequacy with respect to Longitudinal rebars
•
𝒙 𝒖
𝒅
=
𝟎.𝟖𝟕 𝒙 𝟒𝟏𝟓 𝒙 𝟒𝟎𝟐
𝟎.𝟑𝟔 𝒙 𝟐𝟎 𝒙 𝟑𝟎𝟎 𝒙 𝟒𝟓𝟐
= 𝟎. 𝟏𝟓< xu max/d = 0.48
• 𝑴𝒐𝒎𝒆𝒏𝒕 𝒐𝒇 𝑹𝒆𝒔𝒊𝒔𝒕𝒂𝒏𝒄𝒆
𝑴 𝒖 = 𝟎. 𝟖𝟕 𝒇 𝒚 𝑨 𝒔𝒕 𝒅(𝟏 −
𝑨 𝒔𝒕 𝒇 𝒚
𝒃𝒅𝒇 𝒄𝒌
) = 61.6 kNm

87. • Equivalent moment Me1 = Mu + Mt
• Mt = Tu ( 1 + D/B)/1.7 cl 41.4.2
= 12.2 ( 1+ 500/300)/1.7 = 19.14 kNm
• Me1 = 27.35 + 19.14 = 46.49 kNm < 61.6
Longitudinal reinforcement on tension face is adequate
• Mt < Mu ; Me2=0;
Longitudinal reinforcement on compression face is not necessary

88. 4. Need for Shear rebars
• Equivalent Shear as per CL 41.3.1
• Ve = Vu + 1.6 (Tu/b) = 32.83 + 1.6 (12.2/0.3) = 98 kN
• ve = 98 x 103 / (300 x462) = 0.71 MPa
• c max = 2.8 MPa Table 20
• pt = 100 x402/(300x462) = 0.29 , Table 19 , c = 0.383MPa
• c < ve < c max ; Shear rebars are necessary

89. 5. Check for adequacy of 2L - 10@150
CL 41.4.3
Condition 1
𝑨 𝒔𝒗 =
𝑻 𝒖 𝑺 𝒗
𝒃 𝟏 𝒅 𝟏(𝟎. 𝟖𝟕 𝒇𝒚)
+
𝑽 𝒖 𝑺𝒗
𝟐. 𝟓 𝒅 𝟏 (𝟎. 𝟖𝟕 𝒇𝒚)
Assume clear cover = 30 mm
b1 = 300 – (30 +10 + 8)2 = 204 mm ; d1= 500 – (30 + 10 + 8)2 = 404 mm
Asv =
𝟏𝟐.𝟐 𝒙𝟏𝟎𝟔 𝒙 𝟏𝟓𝟎
𝟐𝟎𝟒𝒙 𝟒𝟎𝟒 𝒙 𝟎.𝟖𝟕 𝒙 𝟒𝟏𝟓
+
𝟑𝟐.𝟖𝟑𝒙𝟏𝟎𝟑𝒙𝟏𝟓𝟎
𝟐.𝟓 𝒙 𝟒𝟎𝟒 𝒙 𝟎.𝟖𝟕 𝒙 𝟒𝟏𝟓
= 75 mm2
< 2 x 78.54 = 157 mm2 , OK
b1
d1

90. Condition 2
Asv > (ve- c)b Sv / 0.87 fy = (0.71- 0.383)x 300 x1 50 / 0.87 x 415 = 40.75 mm2
< 2 x 78.54 = 157 mm2 , OK
6. Check for Spacing compliance: CL 26.5.1.7 (a)
x1
y1
• Sv = 150 mm (provided)
• x1 = 300 - 60 -10 = 230
• y1 = 500 - 60 -10 = 430
• Sv  x1 = 230
 (x1 + y1) /4 = 165
 300
Provided Spacing = 150 mm is OK
30

91. 7. Adequacy of side face reinforcement : CL 26.5.1.7 (b), 26.5.1.3
• D = 500 > 450 mm Side face reinforcement is necessary
• Area of Rebars = 0.1% web area =0.001 bD = 0.001 x 300 x 500 = 150 mm2
• Area on each face = 75 mm2 ; Spacing  300 or b=300
• Provide # 10 in the middle on each face
• As = 78.5 mm2 > 75 mm2, Spacing = 202mm
202
202
2-#16
2-#16
1-#10
2L -#10@150

92. Design the torsional reinforcement in a rectangular beam section, 350 x 750 mm deep,
subjected to an ultimate twisting moment of 140 kNm, combined with an ultimate
(hogging) bending moment of 200 kNm and an ultimate shear force of 110kN. Assume M
25 concrete, Fe 415 steel and mild exposure conditions.
1. Design data
• B = 350mm, D = 750mm , Tu =140 kNm, Mu = 200 kNm, Vu =110kN,
fck=25MPa,fy=415MPa
• Minimum Cover =20 mm (table 16) to outside face of stirrups
• Assume effective cover to main rebars =50 mm
• d = 700 mm
Example 7

93. 2. Design for Combined Bending and Torsion – Longitudinal Rebars :
CL 41.4.2
• 𝐌𝐭 = 𝐓𝐮
𝟏+
𝐃
𝐛
𝟏.𝟕
= 𝟏𝟒𝟎
𝟏+
𝟕𝟓𝟎
𝟑𝟓𝟎
𝟏.𝟕
= 259 kNm
• Me1 = Mu+ Mt =200 +259 = 459 kNm causes flexural tension at top
• Mu,lim = 0.36x0.48( 1- 0.42 x 0.48) 350x7002 x25 = 591.5 kNm > 459 kNm
• Adequate to provide rebars only on tension face(singly reinforced)

94. • 𝑴 𝒖 = 𝟎. 𝟖𝟕 𝒇 𝒚 𝑨 𝒔𝒕 𝒅(𝟏 −
𝑨 𝒔𝒕 𝒇 𝒚
𝒃𝒅𝒇 𝒄𝒌
)
• 17.12 𝑨 𝒔𝒕
2 -252735 𝑨 𝒔𝒕+459 x 106 = 0 ; Ast = 2121 mm2
• Provide 4 – #20 + 2-#25 ; Ast = 2236 mm2 at top
CL 41.4.2.1
• Mt> Mu , longitudinal reinforcement is provided on the flexural compression face also.
• Me2 = Mt – Mu = 59 kNm
• 17.12 𝑨 𝒔𝒕
2 -252735 𝑨 𝒔𝒕+59 x 106 = 0 ; Ast = 238 mm2
• Ast,min = (0.85/415) x 350 x 700 = 502 mm2 CL 26.5.1.1 (a)
• Provide 3 – #16 ; Ast = 603 mm2 at bottom

95. 3. Design for Combined Shear and Torsion – Transverse Rebars
CL 41.3.1
• Ve = Vu + 1.6 Tu/b = 110 + 1.6 (140/0.35) = 750 kN
• ve = 750 x103 / (350 x700) = 3.06 MPa CL 40.1
< 3.1 MPa (Table 20)
• 100 Ast/bd = 100 x 2236 /(350x700) = 0.913
• c = 0.62 MPa (Table 19)
• c <ve <c max ; Shear rebars are necessary

96. CL 41.4.3
Condition 1
•
𝑨 𝒔𝒗
𝑺 𝒗
=
𝑻 𝒖
𝒃 𝟏
𝒅 𝟏
(𝟎.𝟖𝟕 𝒇𝒚)
+
𝑽 𝒖
𝟐.𝟓 𝒅 𝟏 (𝟎.𝟖𝟕 𝒇𝒚)
• effective cover = 50 mm on all sides
(measured to center of bars)
• b1= 250 mm ; d1= 650 mm
•
𝑨 𝒔𝒗
𝑺 𝒗
=
𝟏𝟒𝟎𝒙𝟏𝟎𝟔
𝟐𝟓𝟎𝒙 𝟔𝟓𝟎 𝒙 𝟎.𝟖𝟕 𝒙 𝟒𝟏𝟓
+
𝟏𝟏𝟎𝒙𝟏𝟎𝟑
𝟐.𝟓 𝒙 𝟔𝟓𝟎 𝒙 𝟎.𝟖𝟕 𝒙 𝟒𝟏𝟓
= 2.58
b1
d1
50
50

97. Condition 2
•
𝑨 𝒔𝒗
𝑺 𝒗
>
(3.06− 0.62)350
0.87 x 415
= 2.37
• Adopt
𝑨 𝒔𝒗
𝑺 𝒗
= 2.58
• Assume 2L - #12 , Asv = 226 mm2
• Sv = 226/2.58 = 87 mm
𝑨 𝒔𝒗
𝑺 𝒗
>
(ve− c)b
0.87 fy

98. 4. Check for Spacing compliance: CL 26.5.1.7 (a)
• x1 = 250 + 25 + 12 = 287
• y1 = 650 + 25 +12 = 687
• Sv  x1 = 287
 (x1 + y1) /4 = 243
 300
• Adopt 2L - #12 @ 85 mm
b1 = 250
d1 = 650
50
50 2-#25 + 2-#20
2-#20
3 - #16

99. 5. Adequacy of side face reinforcement : CL 26.5.1.7 (b), 26.5.1.3
• D = 750 > 450 mm Side face reinforcement is necessary
• Area of Rebars = 0.1% web area =0.001 bD = 0.001 x 350 x 750 = 263mm2
• Area on each face = 132 mm2 ; Spacing  300 or b=350
• Provide 2 - # 10 in the middle zone on each face
• As = 157 mm2 > 132 mm2, Spacing = 250 mm 50
50 2-#25 + 2-#20
2-#20
3 - #16
2-#10
2-#10
250 2L - #12 @ 85

100. Example 8
A reinforced concrete rectangular beam b = 300 mm, d = 600 mm and
D = 650 mm is subjected to factored shear force Vu = 70 kN, Mu = 215
kNm (sagging),Tu = 100 kNm. Assume M 30 concrete,Fe415 steel
design the reinforcement.
1. Design data
• B = 300mm, D = 650mm , Tu =100 kNm, Mu = 215 kNm, Vu =70kN,
fck=30MPa,fy=415MPa
• d = 600 mm
• effective cover = 50 mm

101. Step 1: Design for Combined Bending and Torsion – Longitudinal Rebars
CL 41.4.2
• Me1 = Mu + Mt = Mu + (Tu /1.7) {1 + (D/b)}
• Me1 = 215 + (100 / 1.7) { 1 + (650/300)}
= 215 + 186.3
• Me1 = 401.3 kNm
• Mu,lim = 0.36x0.48(1- 0.42x0.48)x300x6002x30 / 106
= 447 kNm > Me1
Adequate to provide rebars only on tension face(singly reinforced)

102. As per CL G 1.1 (b) determine Ast
401.3x106 = 0.87x415xAstx600(1 - Ast x 415 / (300x600x30))
= 216630 Ast – 16.65 Ast2
16.65 Ast2 - 216630 Ast + 401.3x106 = 0
• Ast = 2237 mm2
• provide 5 - #25 (2454 mm2) at bottom
CL 41.4.2.1
• Mt < Mu , longitudinal reinforcement is not required on the flexural compression face
• Provide 3 - #12

103. 3. Design for Combined Shear and Torsion – Transverse Rebars
Cl 41.3.1
• Ve = Vu + 1.6 (Tu/b)
• Ve = 70 + 1.6 (100/0.30 ) = 603 kN
• ve = 603 x1000/(300x600) = 3.35 MPa <c,max= 3.5 MPa (TABLE 20)
• 100 Ast/ bd = 100 x 2454 / (300 x600) = 1.36
• Table 19, c = 0.735 MPa
• c < ve < c max ; Shear rebars are necessary

104. CL 41.4.3
Condition 1
•
𝑨 𝒔𝒗
𝑺 𝒗
=
𝑻 𝒖
𝒃 𝟏
𝒅 𝟏
(𝟎.𝟖𝟕 𝒇𝒚)
+
𝑽 𝒖
𝟐.𝟓 𝒅 𝟏 (𝟎.𝟖𝟕 𝒇𝒚)
• effective cover = 50 mm on all sides
(measured to center of bars)
• b1= 200 mm ; d1= 550 mm
•
𝑨 𝒔𝒗
𝑺 𝒗
=
𝟏𝟎𝟎𝒙𝟏𝟎𝟔
𝟐𝟎𝟎𝒙 𝟓𝟓𝟎 𝒙 𝟎.𝟖𝟕 𝒙 𝟒𝟏𝟓
+
𝟕𝟎𝒙𝟏𝟎𝟑
𝟐.𝟓 𝒙 𝟓𝟓𝟎 𝒙 𝟎.𝟖𝟕 𝒙 𝟒𝟏𝟓
= 2.66
b1
d1
50
50

105. Condition 2
•
𝑨 𝒔𝒗
𝑺 𝒗
>
(3.35− 0.735)300
0.87 x 415
= 2.17
• Adopt
𝑨 𝒔𝒗
𝑺 𝒗
= 2.66
• Assume 2L - #12 , Asv = 226 mm2
• Sv = 226/2.66 = 85 mm
𝑨 𝒔𝒗
𝑺 𝒗
>
(ve− c)b
0.87 fy

106. 4. Check for Spacing compliance: CL 26.5.1.7 (a)
• x1 = 200 + 25 + 12 = 237
• y1 = 550 + 25 +12 = 587
• Sv  x1 = 237
 (x1 + y1) /4 = 206
 300
• Adopt 2L - #12 @ 85 mm
b1
d1
50
50

107. 5. Adequacy of side face reinforcement : CL 26.5.1.7 (b), 26.5.1.3
• D = 750 > 450 mm Side face reinforcement is necessary
• Area of Rebars = 0.1% web area =0.001 bD = 0.001 x 300 x 650 = 195mm2
• Area on each face = 98 mm2 ; Spacing  300 or b=300
• Provide 2 - # 10 in the middle zone on each face
• As = 156 mm2 > 98 mm2, Spacing = 200 mm
50
50 3-#25
2-#25
3 - #12
2-#10
2-#10
200 2L - #12 @ 85
300
650

108. Example 9
Calculate the resistance in pure torsion of a RC beam rectangular in section 250 x 300 mm
deep with 2-#10 at top and 2-#12 at bottom at an effective cover = 35 mm. Stirrups = 2L-
#10 @ 150 mm c/c; M20 and Fe415. Flexural Compression face is at top.
Step 1: For pure torsion: Vu=0,Mu=0 and torsional resistance is the least of
• Mode1 Failure due to Me1
• Mode2 Failure due to Ve
• Mode3 Failure due to Me2
• Since Ast at top is < Ast at bottom , Me2 < Me1 - Hence Mode 3 failure is possible
Step 2: Tu based on Me2 – Mode 3 failure
• Ast = 2-#10 = 157 mm2 ; d = 300-35 = 265 mm
• xu/d = (0.87 x 415 x 157) /(0.36 x 20 x 250 x 265) = 0.12 CL G-1.1(a)
• xu/d < xu max /d = 0.48 , Under reinforced CL 38.1
• Me2 = 0.87 x 415 x 157 x 265 [ 1- {157 x 415/(250x265x20)}] = 14.3 kNm CL G-1.1(b)

109. • Me2 = Mt - Mu = Mt = 14.3 kNm
• Mt = Tu [ 1+ (D/b)]/1.7
• Tu = 14.3 x 1.7 / [ 1 +(300/250)] = 11.05 KNm
Step 2: Tu based on Ve – Mode 2 failure
• Asv = 157 mm2 , Vu=0, SV= 150 mm, b1 = 250-70 = 180 mm, d1=300 -70 =230mm
•
𝑨 𝒔𝒗
𝑺 𝒗
=
𝑻 𝒖
𝒃 𝟏 𝒅 𝟏(𝟎.𝟖𝟕 𝒇𝒚)
; Tu =
𝑨 𝒔𝒗
𝑺 𝒗
𝒃 𝟏 𝒅 𝟏 𝒙 𝟎. 𝟖𝟕 𝒇𝒚
• Tu =
𝟏𝟓𝟕
𝟏𝟓𝟎
𝒙 180 𝑥 230 𝑥 0.87 𝑥 415 =15.64 kNm
• Resistance to torsion = Min (11.05,15.64) = 11.05 kNm

110. Example 10
A RC beam 230 x 400 is reinforced with 3-#16 at top and 4-#20 at bottom
with an effective cover= 35 mm. The beam is subjected to Mu= 42 kNm, Vu=
10 kN. Compute the possible torsion that the beam can resist.. Also design
the shear reinforcement.M20 and Fe415 grade steel.
Step 1: Check beam behaviour
• Xu max /d = 0.87 fy Ast lim /0.36fck b d
• Ast lim = 0.48 x 0.36 x 20 x 230 x 365/0.87x415 = 804 mm2 < 4 x 314 = 1256 mm2
• Beam is doubly reinforced
• Ast1 = 804 mm2 ; Ast2 = 1256 - 804 = 452 mm2
• fsc = Ast2 x 0.87 fy / Asc = 452 x 0.87 x 415 /3 x 201 = 270 N/mm2
Step 2: Compute Resistance Moment MR
• MR = Mu lim + fsc Asc (d-d’)
• Mu lim = 0.36 x 0.48 ( 1- 0.42 x 0.48)230 x 3652x20/106 = 84.6 kNm
• MR = 84.6 + (270 x 3x201x(365-35))/106 = 138.3 kNm

111. Step 3: Tu based on Mode1 failure
• Me1 = MR = Mu + Mt
• Mt = Me1- Mu = 138.3 – 42 = 96.3 kNm
• Mt = Tu ( 1+D/b)/1.7
• Tu = 96.3 x1.7 /( 1+400/230) = 59.77 kNm
Step 4: Tu based on Mode3 failure (Reverse Bending)
• Ast = 3-#16 = 603 mm2 < 804 mm2
• Beam behaves as singly reinforced
• MR = 0.87 x 415 x 603 x 365 x [1 – 603 x 415/(230 x 365 x20)] = 67.6 kNm
• Me2 = MR = Mt – Mu
• Mt = 67.6 + 42 = 109.6 kNm
• Tu = 109.6 x1.7 /( 1+400/230) = 68 kNm

112. Step 5: Tu based on Mode2 failures
• Ve = Vu + 1.6 Tu/b CL 41.3.1
• c max = 2.8MPa Table 20
• Ve max = c max x b x d = 2.8 x 230 x 365/1000 = 235 kN
• Tu max = (235-10) x 0.23/1.6 = 32 kNm
• Max Possible Tu beam can resist = Min (59.77,68,32)
• As a conservative estimate TU is restricted to 30 kNm
Step 6 : Design of Shear Reinforcement
• Ve = 10 + 1.6 x 30/0.23 = 219kN
• ve = 219 x 103 /(230 x 365) = 2.6 MPa < c max OK
• pt = 100 x 4 x 301 /(230 x365) = 1.44 %
• c  0.72MPa

113. CL 41.4.3
Condition 1
•
𝑨 𝒔𝒗
𝑺 𝒗
=
𝑻 𝒖
𝒃 𝟏
𝒅 𝟏
(𝟎.𝟖𝟕 𝒇𝒚)
+
𝑽 𝒖
𝟐.𝟓 𝒅 𝟏 (𝟎.𝟖𝟕 𝒇𝒚)
• effective cover = 35 mm on all sides
(measured to center of bars)
• b1= 160 mm ; d1= 330 mm
•
𝑨 𝒔𝒗
𝑺 𝒗
=
𝟑𝟎𝒙𝟏𝟎𝟔
𝟏𝟔𝟎𝒙 𝟑𝟑𝟎 𝒙 𝟎.𝟖𝟕 𝒙 𝟒𝟏𝟓
+
𝟏𝟎𝒙𝟏𝟎𝟑
𝟐.𝟓 𝒙 𝟑𝟑𝟎 𝒙 𝟎.𝟖𝟕 𝒙 𝟒𝟏𝟓
= 1.6

114. Condition 2
•
𝑨 𝒔𝒗
𝑺 𝒗
>
(2.6− 0.72)230
0.87 x 415
= 1.2
• Adopt
𝑨 𝒔𝒗
𝑺 𝒗
= 1.6
• Assume 2L - #12 , Asv = 226 mm2
• Sv = 226/1.6 = 140 mm
𝑨 𝒔𝒗
𝑺 𝒗
>
(ve− c)b
0.87 fy

115. 4. Check for Spacing compliance: CL 26.5.1.7 (a)
• x1 = 160 + 20 + 12 = 192
• y1 = 330 + 20 +12 = 362
• Sv  x1 = 192
 (x1 + y1) /4 = 138
 300
• Adopt 2L - #12 @ 130 mm

116. Example 11
Design a RC beam of square section to resist a pure ultimate torque = 15
kNm, M20 and Fe415 grade steel.
Step 1: For pure torsion: Vu=0,Mu=0
• Me1= Me2 = Mt = 15 x ( 1 +1)/1.7 = 17.65 kNm
• Let D be the Depth required for a singly reinforced section, d = 0.85D
• 17.65x103 = 0.36 x 0.48 (1- 0.42 x 0.48) x D3 x 0.852 x 20
• D = 206 mm
• Adopt 250 x 250 section; d = 212.5 , effective cover = 37.5 mm
Step 2: Compute Ast
• 17.65x106 = 0.87x 415x Ast x 212.5( 1- Ast x 415/250 x 212.5 x 20)
• 29.97Ast
2 - 76723.13Ast + 17.65x106 = 0
• Ast = 255 mm2 ; provide 3-#12, Ast = 339 mm2 at top and bottom

117. Step 6 : Design of Shear Reinforcement
• Ve = 1.6 x 15/0.25 = 96kN
• ve = 96 x 103 /(250 x 212.5) = 1.8 MPa < c max OK
• pt = 100 x 339/(250 x212.5) = 0.64 %
• c  0.52MPa
CL 41.4.3
Condition 1
•
𝑨 𝒔𝒗
𝑺 𝒗
=
𝑻 𝒖
𝒃 𝟏
𝒅 𝟏
(𝟎.𝟖𝟕 𝒇𝒚)
• effective cover = 37.5 mm on all sides (measured to center of bars)
• b1= 175 mm ; d1= 175 mm
•
𝑨 𝒔𝒗
𝑺 𝒗
=
𝟏𝟓𝒙𝟏𝟎𝟔
𝟏𝟕𝟓𝒙 𝟏𝟕𝟓 𝒙 𝟎.𝟖𝟕 𝒙 𝟒𝟏𝟓
= 1.36

118. Condition 2
•
𝑨 𝒔𝒗
𝑺 𝒗
>
(1.8− 0.52)250
0.87 x 415
= 0.89
• Adopt
𝑨 𝒔𝒗
𝑺 𝒗
= 1.36
• Assume 2L - #10, Asv = 157 mm2
• Sv = 157/1.36 = 115 mm
𝑨 𝒔𝒗
𝑺 𝒗
>
(ve− c)b
0.87 fy

119. 4. Check for Spacing compliance: CL 26.5.1.7 (a)
• x1 = 175 + 12 + 10 = 197
• y1 = 197
• Sv  x1 = 197
 (x1 + y1) /4 = 98
 300
• Adopt 2L - #10 @ 90 mm