Castigliano's method

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. Portanto, the causing force is equal to the change in energy divided by the resulting displacement. alternativamente, 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 qi then the partial derivative of the strain energy with respect to generalised displacement gives the generalised force Qi.

In equation form, {displaystyle Q_{eu}={fratura {matemática parcial {você} }{partial q_{eu}}}} 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 Qi then the partial derivative of the strain energy with respect to generalised force gives the generalised displacement qi in the direction of Qi.

As above this can also be expressed as: {estilo de exibição q_{eu}={fratura {matemática parcial {você} }{partial Q_{eu}}}.} Examples For a thin, straight cantilever beam with a load P at the end, the displacement {delta de estilo de exibição } at the end can be found by Castigliano's second theorem : {displaystyle delta ={fratura {matemática parcial {você} }{partial P}}} {displaystyle delta ={fratura {parcial }{partial P}}int_{0}^{eu}{{fratura {M^{2}(x)}{2EI}}dx}={fratura {parcial }{partial P}}int_{0}^{eu}{{fratura {(Px)^{2}}{2EI}}dx}} Onde {estilo de exibição E} is Young's modulus, {estilo de exibição I} is the second moment of area of the cross-section, e {estilo de exibição M(x)=Px} is the expression for the internal moment at a point at distance {estilo de exibição x} from the end. The integral evaluates to: {estilo de exibição {começar{alinhado}delta &=int _{0}^{eu}{{fratura {Px^{2}}{EI}}dx}\&={fratura {PL^{3}}{3EI}}.fim{alinhado}}} The result is the standard formula given for cantilever beams under end loads.

External links Carlo Alberto Castigliano Castigliano's method: some examples(em alemão) References ^ History of Strength of Materials, Stephen P. Timoshenko, 1993, Publicações de Dover, New York hide vte Structural engineering Dynamic analysis Duhamel's integralModal analysis Static analysis Betti's theoremCastigliano's methodConjugate beam methodFEMFlexibility methodMacaulay's methodMoment-area theoremStiffness methodShear and moment diagramTheorem of three moments Structural elements 1-dimensional Beam I-beamLintel Post and lintelSpanCompression memberStrutTie 2-dimensional ArchThin-shell structure Structural support Bracket Theories Euler–Bernoulli beam theoryMohr–Coulomb theoryPlate theoryTimoshenko–Ehrenfest beam theory Categories: Análise estrutural