Figure 1. A side view of a simply supported beam (top) bending under a distributed lateral load
(bottom).
Figure 2. The internal forces and the axial stress distribution across the cross-section of a
beam in bending.
This article is about structural behavior. For other meanings see Bending
(disambiguation).
In engineering mechanics, bending (also known as flexure)
characterizes the behavior of a structural element subjected to an external load applied
perpendicular to the axis of the element. A structural element subjected to bending is known as a beam. A closet rod sagging under
the weight of clothes on clothes hangers is an example of a beam experiencing
bending.
Bending produces reactive forces inside a beam as the beam attempts to accommodate the flexural
load: in the case of the beam in Figure 1, the material at the top of the beam is being compressed while the material at the
bottom is being stretched. There are three notable internal forces caused by lateral loads (shown in Figure 2): shear parallel to the lateral loading, compression along the
top of the beam, and tension along the bottom of the beam. These last two forces form
a couple or moment as they are equal in
magnitude and opposite in direction. This bending moment produces the sagging deformation
characteristic of compression members experiencing bending.
This stress distribution is dependent on a number of assumptions. First, that 'plane sections remain plane'. In otherwords,
any deformation do to shear across the section is not accounted for (no shear deformation). Also, this linear distribution is
only applicable if the maximum stress is less than the Yield (engineering) of the
material. For stresses that exceed yield, refer to article Plastic Bending.
The compressive and tensile forces shown in Figure 2 induce stresses on the beam.
The maximum compressive stress is found at the uppermost edge of the beam while the maximum tensile stress is located at the
lower edge of the beam. Since the stresses between these two opposing maxima vary linearly, there therefore exists a point on the linear
path between them where there is no bending stress. The locus of these points is the
neutral axis. Because of this area with no stress and the adjacent areas with low stress, using uniform cross section beams in
bending is not a particularly efficient means of supporting a load as it does not use the full capacity of the beam until it is
on the brink of collapse. Wide-flange beams (I-Beams) and truss
girders effectively address this inefficiency as they minimize the amount of material in this
under-stressed region.
Simple or Symmetrical Bending
Beam bending is analyzed with the Euler-Bernoulli beam equation. The
classic formula for determining the bending stress in a member is:
simplified for a beam of rectangular cross-section to:
This equation is valid only when the stress at the extreme fiber (i.e. the portion of the beam furthest from the neutral axis)
is below the yield stress of the material it is constructed from. At higher loadings
the stress distribution becomes non-linear, and ductile materials will eventually enter a plastic hinge state where the
magnitude of the stress is equal to the yield stress everywhere in the beam, with a discontinuity at the neutral axis where the
stress changes from tensile to compressive. This plastic hinge state is typically used as a limit state in the design of steel structures.
Complex or Unsymmetrical Bending
The equation above is, also, only valid if the cross-section is symmetrical. For unsymmetrical sections, the full form of the
equation must be used (presented below):
Complex Bending of Homogeneous Beams
The complex bending stress equation for elastic, homogeneous beams is given as where Mx and My are the bending moments about
the x and y centroid axes, respectively. Ix and Iy are the second moments of area (also known
as moments of inertia) about the x and y axes, respectively, and Ixy is the product of inertia. Using this equation it would be
possible to calculate the bending stress at any point on the beam cross section regardless of moment orientation or
cross-sectional shape. Note that Mx, My, Ix, Iy, and Ixy are all unique for a given section along the length of the beam. In
other words, they will not change from one point to another on the cross section. However, the x and y variables shown in the
equation correspond to the coordinates of a point on the cross section at which the stress is to be determined.
See also
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