Deflection (engineering)

In structural engineering, deflection is the degree to which a part of a long structural element (such as beam) is deformed laterally (in the direction transverse to its longitudinal axis) under a load. It may be quantified in terms of an angle (angular displacement) or a distance (linear displacement). A longitudinal deformation (in the direction of the axis) is called elongation.

The deflection distance of a member under a load can be calculated by integrating the function that mathematically describes the slope of the deflected shape of the member under that load. Standard formulas exist for the deflection of common beam configurations and load cases at discrete locations. Otherwise methods such as virtual work, direct integration, Castigliano's method, Macaulay's method or the direct stiffness method are used. The deflection of beam elements is usually calculated on the basis of the Euler–Bernoulli beam equation while that of a plate or shell element is calculated using plate or shell theory.

An example of the use of deflection in this context is in building construction. Architects and engineers select materials for various applications.

Beams can vary greatly in their geometry and composition. For instance, a beam may be straight or curved. It may be of constant cross section, or it may taper. It may be made entirely of the same material (homogeneous), or it may be composed of different materials (composite). Some of these things make analysis difficult, but many engineering applications involve cases that are not so complicated. Analysis is simplified if:

• The beam is originally straight, and any taper is slight
• The beam experiences only linear elastic deformation
• The beam is slender (its length to height ratio is greater than 10)
• Only small deflections are considered (max deflection less than 1/10 of the span).

In this case, the equation governing the beam's deflection ( w {\displaystyle w} ) can be approximated as: d 2 w ( x ) d x 2 = M ( x ) E ( x ) I ( x ) {\displaystyle {\frac {\mathrm {d} ^{2}w(x)}{\mathrm {d} x^{2}}}={\frac {M(x)}{E(x)I(x)}}} where the second derivative of its deflected shape with respect to x {\displaystyle x} ( x {\displaystyle x} being the horizontal position along the length of the beam) is interpreted as its curvature, E {\displaystyle E} is the Young's modulus, I {\displaystyle I} is the area moment of inertia of the cross-section, and M {\displaystyle M} is the internal bending moment in the beam.

If, in addition, the beam is not tapered and is homogeneous, and is acted upon by a distributed load q {\displaystyle q} , the above expression can be written as: E I   d 4 w ( x ) d x 4 = q ( x ) {\displaystyle EI~{\frac {\mathrm {d} ^{4}w(x)}{\mathrm {d} x^{4}}}=q(x)}

This equation can be solved for a variety of loading and boundary conditions. A number of simple examples are shown below. The formulas expressed are approximations developed for long, slender, homogeneous, prismatic beams with small deflections, and linear elastic properties. Under these restrictions, the approximations should give results within 5% of the actual deflection.

Cantilever beams have one end fixed, so that the slope and deflection at that end must be zero.

The elastic deflection δ {\displaystyle \delta } and angle of deflection ϕ {\displaystyle \phi } (in radians) at the free end in the example image: A (weightless) cantilever beam, with an end load, can be calculated (at the free end B) using:^[1] δ B = F L 3 3 E I ϕ B = F L 2 2 E I {\displaystyle {\begin{aligned}\delta _{B}&={\frac {FL^{3}}{3EI}}\\[1ex]\phi _{B}&={\frac {FL^{2}}{2EI}}\end{aligned}}} where

Note that if the span doubles, the deflection increases eightfold. The deflection at any point, x {\displaystyle x} , along the span of an end loaded cantilevered beam can be calculated using:^[1] δ x = F x 2 6 E I ( 3 L − x ) ϕ x = F x 2 E I ( 2 L − x ) {\displaystyle {\begin{aligned}\delta _{x}&={\frac {Fx^{2}}{6EI}}(3L-x)\\[1ex]\phi _{x}&={\frac {Fx}{2EI}}(2L-x)\end{aligned}}}

Note: At x = L {\displaystyle x=L} (the end of the beam), the δ x {\displaystyle \delta _{x}} and ϕ x {\displaystyle \phi _{x}} equations are identical to the δ B {\displaystyle \delta _{B}} and ϕ B {\displaystyle \phi _{B}} equations above.

The deflection, at the free end B, of a cantilevered beam under a uniform load is given by:^[1] δ B = q L 4 8 E I ϕ B = q L 3 6 E I {\displaystyle {\begin{aligned}\delta _{B}&={\frac {qL^{4}}{8EI}}\\[1ex]\phi _{B}&={\frac {qL^{3}}{6EI}}\end{aligned}}} where

The deflection at any point, x {\displaystyle x} , along the span of a uniformly loaded cantilevered beam can be calculated using:^[1] δ x = q x 2 24 E I ( 6 L 2 − 4 L x + x 2 ) ϕ x = q x 6 E I ( 3 L 2 − 3 L x + x 2 ) {\displaystyle {\begin{aligned}\delta _{x}&={\frac {qx^{2}}{24EI}}\left(6L^{2}-4Lx+x^{2}\right)\\[1ex]\phi _{x}&={\frac {qx}{6EI}}\left(3L^{2}-3Lx+x^{2}\right)\end{aligned}}}

Simply supported beams have supports under their ends which allow rotation, but not deflection.

The deflection at any point, x {\displaystyle x} , along the span of a center loaded simply supported beam can be calculated using:^[1] δ x = F x 48 E I ( 3 L 2 − 4 x 2 ) {\displaystyle \delta _{x}={\frac {Fx}{48EI}}\left(3L^{2}-4x^{2}\right)} for 0 ≤ x ≤ L 2 {\displaystyle 0\leq x\leq {\frac {L}{2}}}

The special case of elastic deflection at the midpoint C of a beam, loaded at its center, supported by two simple supports is then given by:^[1] δ C = F L 3 48 E I {\displaystyle \delta _{C}={\frac {FL^{3}}{48EI}}} where

The maximum elastic deflection on a beam supported by two simple supports, loaded at a distance a {\displaystyle a} from the closest support, is given by:^[1] δ max = F a ( L 2 − a 2 ) 3 / 2 9 3 L E I {\displaystyle \delta _{\text{max}}={\frac {Fa\left(L^{2}-a^{2}\right)^{3/2}}{9{\sqrt {3}}LEI}}} where

This maximum deflection occurs at a distance x 1 {\displaystyle x_{1}} from the closest support and is given by:^[1] x 1 = L 2 − a 2 3 {\displaystyle x_{1}={\sqrt {\frac {L^{2}-a^{2}}{3}}}}

The elastic deflection (at the midpoint C) on a beam supported by two simple supports, under a uniform load (as pictured) is given by:^[1] δ C = 5 q L 4 384 E I {\displaystyle \delta _{C}={\frac {5qL^{4}}{384EI}}} where

The deflection at any point, x {\displaystyle x} , along the span of a uniformly loaded simply supported beam can be calculated using:^[1] δ x = q x 24 E I ( L 3 − 2 L x 2 + x 3 ) {\displaystyle \delta _{x}={\frac {qx}{24EI}}\left(L^{3}-2Lx^{2}+x^{3}\right)}

The deflection of beams with a combination of simple loads can be calculated using the superposition principle.

The change in length Δ L {\displaystyle \Delta L} of the beam, projected along the line of the unloaded beam, can be calculated by integrating the slope θ x {\displaystyle \theta _{x}} function, if the deflection function δ x {\displaystyle \delta _{x}} is known for all x {\displaystyle x} .

Where:

If the beam is uniform and the deflection at any point is known, this can be calculated without knowing other properties of the beam.

The formulas supplied above require the use of a consistent set of units. Most calculations will be made in the International System of Units (SI) or US customary units, although there are many other systems of units.

• Force: newtons ( N {\displaystyle \mathrm {N} } )
• Length: metres ( m {\displaystyle \mathrm {m} } )
• Modulus of elasticity: N m 2 = P a {\displaystyle \mathrm {\frac {N}{m^{2}}} =\mathrm {Pa} }
• Moment of inertia: m 4 {\displaystyle \mathrm {m^{4}} }

• Force: pounds force ( l b f {\displaystyle \mathrm {lbf} } )
• Length: inches ( i n {\displaystyle \mathrm {in} } )
• Modulus of elasticity: l b f i n 2 {\displaystyle \mathrm {\frac {lbf}{in^{2}}} }
• Moment of inertia: i n 4 {\displaystyle \mathrm {in^{4}} }

Other units may be used as well, as long as they are self-consistent. For example, sometimes the kilogram-force ( k g f {\displaystyle \mathrm {kgf} } ) unit is used to measure loads. In such a case, the modulus of elasticity must be converted to k g f m 2 {\displaystyle \mathrm {\frac {kgf}{m^{2}}} } .

Building codes determine the maximum deflection, usually as a fraction of the span e.g. 1/400 or 1/600. Either the strength limit state (allowable stress) or the serviceability limit state (deflection considerations among others) may govern the minimum dimensions of the member required.

The deflection must be considered for the purpose of the structure. When designing a steel frame to hold a glazed panel, one allows only minimal deflection to prevent fracture of the glass.

The deflected shape of a beam can be represented by the moment diagram, integrated (twice, rotated and translated to enforce support conditions).

• Slope deflection method

• Deflection of beams
• Beam Deflections
• Calculation tools for Deflection & slope of beams