Castigliano's method

Castigliano's method, named after Carlo Alberto Castigliano, is a method for determining the displacements of a linear-elastic system based on the partial derivatives of the energy. He is known for his two theorems. The basic concept may be easy to understand by recalling that a change in energy is equal to the causing force times the resulting displacement. Therefore, the causing force is equal to the change in energy divided by the resulting displacement. Alternatively, the resulting displacement is equal to the change in energy divided by the causing force. Partial derivatives are needed to relate causing forces and resulting displacements to the change in energy.

• Castigliano's first theorem – for forces in an elastic structure

  Castigliano's method for calculating forces is an application of his first theorem, which states:

  If the strain energy of an elastic structure can be expressed as a function of generalised displacement q_i then the partial derivative of the strain energy with respect to generalised displacement gives the generalised force Q_i.

  In equation form,

  $${\displaystyle Q_{i}={\frac {\partial U}{\partial q_{i}}}}$$
  where U is the strain energy. If the force-displacement curve is nonlinear then the complementary strain energy needs to be used instead of strain energy. ^[1]
• Castigliano's second theorem – for displacements in a linearly elastic structure.

  Castigliano's method for calculating displacements is an application of his second theorem, which states:

  If the strain energy of a linearly elastic structure can be expressed as a function of generalised force Q_i then the partial derivative of the strain energy with respect to generalised force gives the generalised displacement q_i in the direction of Q_i.

  As above this can also be expressed as:

  $${\displaystyle q_{i}={\frac {\partial U}{\partial Q_{i}}}.}$$

Examples

For a thin, straight cantilever beam with a load P at the end, the displacement ${\displaystyle \delta }$  at the end can be found by Castigliano's second theorem :

 

Cantilever Beam with a Point Load at Free End

$${\displaystyle \delta ={\frac {\partial U}{\partial P}}}$$

 

$${\displaystyle \delta ={\frac {\partial }{\partial P}}\int _{0}^{L}{{\frac {M^{2}(x)}{2EI}}dx}={\frac {\partial }{\partial P}}\int _{0}^{L}{{\frac {(Px)^{2}}{2EI}}dx}}$$

 

where ${\displaystyle E}$  is Young's modulus, ${\displaystyle I}$  is the second moment of area of the cross-section, and ${\displaystyle M(x)=Px}$  is the expression for the internal moment at a point at distance ${\displaystyle x}$  from the end. The integral evaluates to:

$${\displaystyle {\begin{aligned}\delta &=\int _{0}^{L}{{\frac {Px^{2}}{EI}}dx}\\&={\frac {PL^{3}}{3EI}}.\end{aligned}}}$$

 

The result is the standard formula given for cantilever beams under end loads.

External links

• Carlo Alberto Castigliano
• Castigliano's method: some examples(in German)

References

1. History of Strength of Materials, Stephen P. Timoshenko, 1993, Dover Publications, New York