Simple Bending Theory | Structural Analysis - Civil Engineering (CE) PDF Download

 Page 1


Simple Bending Theory OR Theory of Flexure for Initially Straight Beams 
(The normal stress due to bending are called flexure stresses) 
Preamble: 
When a beam having an arbitrary cross section is subjected to a transverse loads the beam will bend. In addition to 
bending the other effects such as twisting and buckling may occur, and to investigate a problem that includes all the 
combined effects of bending, twisting and buckling could become a complicated one. Thus we are interested to 
investigate the bending effects alone, in order to do so, we have to put certain constraints on the geometry of the 
beam and the manner of loading. 
Assumptions: 
The constraints put on the geometry would form the assumptions: 
1. Beam is initially straight , and has a constant cross-section. 
2. Beam is made of homogeneous material and the beam has a longitudinal plane of symmetry. 
3. Resultant of the applied loads lies in the plane of symmetry. 
4. The geometry of the overall member is such that bending not buckling is the primary cause of failure. 
5. Elastic limit is nowhere exceeded and ‘E ' is same in tension and compression. 
6. Plane cross - sections remains plane before and after bending. 
  
  
Let us consider a beam initially unstressed as shown in fig 1(a). Now the beam is subjected to a constant bending 
moment (i.e. ‘Zero Shearing Force') along its length as would be obtained by applying equal couples at each end. 
The beam will bend to the radius R as shown in Fig 1(b) 
As a result of this bending, the top fibers of the beam will be subjected to tension and the bottom to compression it is 
reasonable to suppose, therefore, that some where between the two there are points at which the stress is zero. 
Page 2


Simple Bending Theory OR Theory of Flexure for Initially Straight Beams 
(The normal stress due to bending are called flexure stresses) 
Preamble: 
When a beam having an arbitrary cross section is subjected to a transverse loads the beam will bend. In addition to 
bending the other effects such as twisting and buckling may occur, and to investigate a problem that includes all the 
combined effects of bending, twisting and buckling could become a complicated one. Thus we are interested to 
investigate the bending effects alone, in order to do so, we have to put certain constraints on the geometry of the 
beam and the manner of loading. 
Assumptions: 
The constraints put on the geometry would form the assumptions: 
1. Beam is initially straight , and has a constant cross-section. 
2. Beam is made of homogeneous material and the beam has a longitudinal plane of symmetry. 
3. Resultant of the applied loads lies in the plane of symmetry. 
4. The geometry of the overall member is such that bending not buckling is the primary cause of failure. 
5. Elastic limit is nowhere exceeded and ‘E ' is same in tension and compression. 
6. Plane cross - sections remains plane before and after bending. 
  
  
Let us consider a beam initially unstressed as shown in fig 1(a). Now the beam is subjected to a constant bending 
moment (i.e. ‘Zero Shearing Force') along its length as would be obtained by applying equal couples at each end. 
The beam will bend to the radius R as shown in Fig 1(b) 
As a result of this bending, the top fibers of the beam will be subjected to tension and the bottom to compression it is 
reasonable to suppose, therefore, that some where between the two there are points at which the stress is zero. 
The locus of all such points is known as neutral axis . The radius of curvature R is then measured to this axis. 
For symmetrical sections the N. A. is the axis of symmetry but what ever the section N. A. will always pass through 
the centre of the area or centroid. 
The above restrictions have been taken so as to eliminate the possibility of 'twisting' of the beam. 
Concept of pure bending: 
Loading restrictions: 
As we are aware of the fact internal reactions developed on any cross-section of a beam may consists of a resultant 
normal force, a resultant shear force and a resultant couple. In order to ensure that the bending effects alone are 
investigated, we shall put a constraint on the loading such that the resultant normal and the resultant shear forces are 
zero on any cross-section perpendicular to the longitudinal axis of the member, 
That means F = 0 
since  or M = constant. 
Thus, the zero shear force means that the bending moment is constant or the bending is same at every cross-section 
of the beam. Such a situation may be visualized or envisaged when the beam or some portion of the beam, as been 
loaded only by pure couples at its ends. It must be recalled that the couples are assumed to be loaded in the plane of 
symmetry. 
 
  
 
When a member is loaded in such a fashion it is said to be in pure bending. The examples of pure bending have 
been indicated in EX 1and EX 2 as shown below : 
Page 3


Simple Bending Theory OR Theory of Flexure for Initially Straight Beams 
(The normal stress due to bending are called flexure stresses) 
Preamble: 
When a beam having an arbitrary cross section is subjected to a transverse loads the beam will bend. In addition to 
bending the other effects such as twisting and buckling may occur, and to investigate a problem that includes all the 
combined effects of bending, twisting and buckling could become a complicated one. Thus we are interested to 
investigate the bending effects alone, in order to do so, we have to put certain constraints on the geometry of the 
beam and the manner of loading. 
Assumptions: 
The constraints put on the geometry would form the assumptions: 
1. Beam is initially straight , and has a constant cross-section. 
2. Beam is made of homogeneous material and the beam has a longitudinal plane of symmetry. 
3. Resultant of the applied loads lies in the plane of symmetry. 
4. The geometry of the overall member is such that bending not buckling is the primary cause of failure. 
5. Elastic limit is nowhere exceeded and ‘E ' is same in tension and compression. 
6. Plane cross - sections remains plane before and after bending. 
  
  
Let us consider a beam initially unstressed as shown in fig 1(a). Now the beam is subjected to a constant bending 
moment (i.e. ‘Zero Shearing Force') along its length as would be obtained by applying equal couples at each end. 
The beam will bend to the radius R as shown in Fig 1(b) 
As a result of this bending, the top fibers of the beam will be subjected to tension and the bottom to compression it is 
reasonable to suppose, therefore, that some where between the two there are points at which the stress is zero. 
The locus of all such points is known as neutral axis . The radius of curvature R is then measured to this axis. 
For symmetrical sections the N. A. is the axis of symmetry but what ever the section N. A. will always pass through 
the centre of the area or centroid. 
The above restrictions have been taken so as to eliminate the possibility of 'twisting' of the beam. 
Concept of pure bending: 
Loading restrictions: 
As we are aware of the fact internal reactions developed on any cross-section of a beam may consists of a resultant 
normal force, a resultant shear force and a resultant couple. In order to ensure that the bending effects alone are 
investigated, we shall put a constraint on the loading such that the resultant normal and the resultant shear forces are 
zero on any cross-section perpendicular to the longitudinal axis of the member, 
That means F = 0 
since  or M = constant. 
Thus, the zero shear force means that the bending moment is constant or the bending is same at every cross-section 
of the beam. Such a situation may be visualized or envisaged when the beam or some portion of the beam, as been 
loaded only by pure couples at its ends. It must be recalled that the couples are assumed to be loaded in the plane of 
symmetry. 
 
  
 
When a member is loaded in such a fashion it is said to be in pure bending. The examples of pure bending have 
been indicated in EX 1and EX 2 as shown below : 
 
 
When a beam is subjected to pure bending are loaded by the couples at the ends, certain cross-section gets 
deformed and we shall have to make out the conclusion that, 
1. Plane sections originally perpendicular to longitudinal axis of the beam remain plane and perpendicular to the 
longitudinal axis even after bending , i.e. the cross-section A'E', B'F' ( refer Fig 1(a) ) do not get warped or curved. 
2. In the deformed section, the planes of this cross-section have a common intersection i.e. any time originally 
parallel to the longitudinal axis of the beam becomes an arc of circle. 
Page 4


Simple Bending Theory OR Theory of Flexure for Initially Straight Beams 
(The normal stress due to bending are called flexure stresses) 
Preamble: 
When a beam having an arbitrary cross section is subjected to a transverse loads the beam will bend. In addition to 
bending the other effects such as twisting and buckling may occur, and to investigate a problem that includes all the 
combined effects of bending, twisting and buckling could become a complicated one. Thus we are interested to 
investigate the bending effects alone, in order to do so, we have to put certain constraints on the geometry of the 
beam and the manner of loading. 
Assumptions: 
The constraints put on the geometry would form the assumptions: 
1. Beam is initially straight , and has a constant cross-section. 
2. Beam is made of homogeneous material and the beam has a longitudinal plane of symmetry. 
3. Resultant of the applied loads lies in the plane of symmetry. 
4. The geometry of the overall member is such that bending not buckling is the primary cause of failure. 
5. Elastic limit is nowhere exceeded and ‘E ' is same in tension and compression. 
6. Plane cross - sections remains plane before and after bending. 
  
  
Let us consider a beam initially unstressed as shown in fig 1(a). Now the beam is subjected to a constant bending 
moment (i.e. ‘Zero Shearing Force') along its length as would be obtained by applying equal couples at each end. 
The beam will bend to the radius R as shown in Fig 1(b) 
As a result of this bending, the top fibers of the beam will be subjected to tension and the bottom to compression it is 
reasonable to suppose, therefore, that some where between the two there are points at which the stress is zero. 
The locus of all such points is known as neutral axis . The radius of curvature R is then measured to this axis. 
For symmetrical sections the N. A. is the axis of symmetry but what ever the section N. A. will always pass through 
the centre of the area or centroid. 
The above restrictions have been taken so as to eliminate the possibility of 'twisting' of the beam. 
Concept of pure bending: 
Loading restrictions: 
As we are aware of the fact internal reactions developed on any cross-section of a beam may consists of a resultant 
normal force, a resultant shear force and a resultant couple. In order to ensure that the bending effects alone are 
investigated, we shall put a constraint on the loading such that the resultant normal and the resultant shear forces are 
zero on any cross-section perpendicular to the longitudinal axis of the member, 
That means F = 0 
since  or M = constant. 
Thus, the zero shear force means that the bending moment is constant or the bending is same at every cross-section 
of the beam. Such a situation may be visualized or envisaged when the beam or some portion of the beam, as been 
loaded only by pure couples at its ends. It must be recalled that the couples are assumed to be loaded in the plane of 
symmetry. 
 
  
 
When a member is loaded in such a fashion it is said to be in pure bending. The examples of pure bending have 
been indicated in EX 1and EX 2 as shown below : 
 
 
When a beam is subjected to pure bending are loaded by the couples at the ends, certain cross-section gets 
deformed and we shall have to make out the conclusion that, 
1. Plane sections originally perpendicular to longitudinal axis of the beam remain plane and perpendicular to the 
longitudinal axis even after bending , i.e. the cross-section A'E', B'F' ( refer Fig 1(a) ) do not get warped or curved. 
2. In the deformed section, the planes of this cross-section have a common intersection i.e. any time originally 
parallel to the longitudinal axis of the beam becomes an arc of circle. 
 
We know that when a beam is under bending the fibres at the top will be lengthened while at the bottom will be 
shortened provided the bending moment M acts at the ends. In between these there are some fibres which remain 
unchanged in length that is they are not strained, that is they do not carry any stress. The plane containing such 
fibres is called neutral surface. 
The line of intersection between the neutral surface and the transverse exploratory section is called the neutral 
axisNeutral axis (N A) . 
Bending Stresses in Beams or Derivation of Elastic Flexural formula : 
In order to compute the value of bending stresses developed in a loaded beam, let us consider the two cross-sections 
of a beam HE and GF , originally parallel as shown in fig 1(a).when the beam is to bend it is assumed that these 
sections remain parallel i.e. H'E' and G'F' , the final position of the sections, are still straight lines, they then subtend 
some angle ?. 
Consider now fiber AB in the material, at adistance y from the N.A, when the beam bends this will stretch to A'B' 
 
Since CD and C'D' are on the neutral axis and it is assumed that the Stress on the neutral axis zero. Therefore, there 
won't be any strain on the neutral axis 
 
Page 5


Simple Bending Theory OR Theory of Flexure for Initially Straight Beams 
(The normal stress due to bending are called flexure stresses) 
Preamble: 
When a beam having an arbitrary cross section is subjected to a transverse loads the beam will bend. In addition to 
bending the other effects such as twisting and buckling may occur, and to investigate a problem that includes all the 
combined effects of bending, twisting and buckling could become a complicated one. Thus we are interested to 
investigate the bending effects alone, in order to do so, we have to put certain constraints on the geometry of the 
beam and the manner of loading. 
Assumptions: 
The constraints put on the geometry would form the assumptions: 
1. Beam is initially straight , and has a constant cross-section. 
2. Beam is made of homogeneous material and the beam has a longitudinal plane of symmetry. 
3. Resultant of the applied loads lies in the plane of symmetry. 
4. The geometry of the overall member is such that bending not buckling is the primary cause of failure. 
5. Elastic limit is nowhere exceeded and ‘E ' is same in tension and compression. 
6. Plane cross - sections remains plane before and after bending. 
  
  
Let us consider a beam initially unstressed as shown in fig 1(a). Now the beam is subjected to a constant bending 
moment (i.e. ‘Zero Shearing Force') along its length as would be obtained by applying equal couples at each end. 
The beam will bend to the radius R as shown in Fig 1(b) 
As a result of this bending, the top fibers of the beam will be subjected to tension and the bottom to compression it is 
reasonable to suppose, therefore, that some where between the two there are points at which the stress is zero. 
The locus of all such points is known as neutral axis . The radius of curvature R is then measured to this axis. 
For symmetrical sections the N. A. is the axis of symmetry but what ever the section N. A. will always pass through 
the centre of the area or centroid. 
The above restrictions have been taken so as to eliminate the possibility of 'twisting' of the beam. 
Concept of pure bending: 
Loading restrictions: 
As we are aware of the fact internal reactions developed on any cross-section of a beam may consists of a resultant 
normal force, a resultant shear force and a resultant couple. In order to ensure that the bending effects alone are 
investigated, we shall put a constraint on the loading such that the resultant normal and the resultant shear forces are 
zero on any cross-section perpendicular to the longitudinal axis of the member, 
That means F = 0 
since  or M = constant. 
Thus, the zero shear force means that the bending moment is constant or the bending is same at every cross-section 
of the beam. Such a situation may be visualized or envisaged when the beam or some portion of the beam, as been 
loaded only by pure couples at its ends. It must be recalled that the couples are assumed to be loaded in the plane of 
symmetry. 
 
  
 
When a member is loaded in such a fashion it is said to be in pure bending. The examples of pure bending have 
been indicated in EX 1and EX 2 as shown below : 
 
 
When a beam is subjected to pure bending are loaded by the couples at the ends, certain cross-section gets 
deformed and we shall have to make out the conclusion that, 
1. Plane sections originally perpendicular to longitudinal axis of the beam remain plane and perpendicular to the 
longitudinal axis even after bending , i.e. the cross-section A'E', B'F' ( refer Fig 1(a) ) do not get warped or curved. 
2. In the deformed section, the planes of this cross-section have a common intersection i.e. any time originally 
parallel to the longitudinal axis of the beam becomes an arc of circle. 
 
We know that when a beam is under bending the fibres at the top will be lengthened while at the bottom will be 
shortened provided the bending moment M acts at the ends. In between these there are some fibres which remain 
unchanged in length that is they are not strained, that is they do not carry any stress. The plane containing such 
fibres is called neutral surface. 
The line of intersection between the neutral surface and the transverse exploratory section is called the neutral 
axisNeutral axis (N A) . 
Bending Stresses in Beams or Derivation of Elastic Flexural formula : 
In order to compute the value of bending stresses developed in a loaded beam, let us consider the two cross-sections 
of a beam HE and GF , originally parallel as shown in fig 1(a).when the beam is to bend it is assumed that these 
sections remain parallel i.e. H'E' and G'F' , the final position of the sections, are still straight lines, they then subtend 
some angle ?. 
Consider now fiber AB in the material, at adistance y from the N.A, when the beam bends this will stretch to A'B' 
 
Since CD and C'D' are on the neutral axis and it is assumed that the Stress on the neutral axis zero. Therefore, there 
won't be any strain on the neutral axis 
 
 
Consider any arbitrary a cross-section of beam, as shown above now the strain on a fibre at a distance ‘y' from the 
N.A, is given by the expression 
 
Now the term is the property of the material and is called as a second moment of area of the cross-section 
and is denoted by a symbol I. 
Therefore 
 
This equation is known as the Bending Theory Equation.The above proof has involved the assumption of pure 
bending without any shear force being present. Therefore this termed as the pure bending equation. This equation 
gives distribution of stresses which are normal to cross-section i.e. in x-direction. 
Section Modulus: 
From simple bending theory equation, the maximum stress obtained in any cross-section is given as