Non-Linear Finite Element Analysis of Solids and Structures, by Rene de Borst, Mike A. Crisfield, Joris J. C. Remmers,

By Rene de Borst, Mike A. Crisfield, Joris J. C. Remmers, Clemens V. Verhoosel(auth.)

Built upon the 2 unique books through Mike Crisfield and their very own lecture notes, popular scientist Rene de Borst and his workforce provide a completely up to date but condensed variation that keeps and builds upon the superb popularity and attraction among scholars and engineers alike for which Crisfield's first version is acclaimed.

Together with various additions and updates, the hot authors have retained the center content material of the unique booklet, whereas bringing a higher concentrate on new advancements and concepts. This variation deals the newest insights in non-linear finite aspect expertise, together with non-linear answer ideas, computational plasticity, harm mechanics, time-dependent results, hyperelasticity and large-strain elasto-plasticity.

The authors' built-in and constant type and unrivalled engineering procedure assures this book's precise place in the computational mechanics literature.

Key features:

  • Combines the 2 prior volumes into one seriously revised textual content with out of date fabric got rid of, a far better format and up-to-date references and notations
  • Extensive new fabric on newer advancements in computational mechanics
  • Easily readable, engineering orientated, with out extra info in most cases textual content than essential to comprehend the concepts.
  • Pseudo-code all through makes the hyperlink among conception and algorithms, and the particular implementation.
  • Accompanied via an internet site ( with a Python code, in response to the pseudo-code in the publication and appropriate for fixing small-size difficulties.

Non-linear Finite point research of Solids and buildings, 2d version is a necessary reference for working towards engineers and researchers which may even be used as a textual content for undergraduate and graduate scholars inside of computational mechanics.

Chapter 1 Preliminaries (pages 1–29):
Chapter 2 Non?linear Finite aspect research (pages 31–62):
Chapter three Geometrically Non?linear research (pages 63–111):
Chapter four resolution ideas in Quasi?Static research (pages 113–141):
Chapter five resolution options for Non?linear Dynamics (pages 143–166):
Chapter 6 harm Mechanics (pages 67–218):
Chapter 7 Plasticity (pages 219–280):
Chapter eight Time?dependent fabric types (pages 281–304):
Chapter nine Beams and Arches (pages 305–342):
Chapter 10 Plates and Shells (pages 343–362):
Chapter eleven Hyperelasticity (pages 363–399):
Chapter 12 Large?strain Elasto?plasticity (pages 401–424):
Chapter thirteen Interfaces and Discontinuities (pages 425–440):
Chapter 14 Meshless and Partition?of?unity tools (pages 441–472):
Chapter 15 Isogeometric Finite aspect research (pages 473–507):

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Extra resources for Non-Linear Finite Element Analysis of Solids and Structures, Second Edition

Sample text

At this moment, this is the appropriate abstraction level. The number behind the name of the fragment indicates the page number in this book where this fragment is discussed. Accordingly, the fragment Initialisation of the calculation is discussed on page 25. The absence of a page number indicates that the fragment is not discussed explicitly. One has to study the original source code to understand its functionality, In the first fragment of this example, the variables that set the dimensions of the simulation are declared: Initialisation of the calculation ≡ b = 10.

When the functions hk used for the interpolation of the displacement field are the same as those used for the interpolation of the geometry we refer to the element formulation as isoparametric. When lower-order interpolation functions are used for the geometry than for the displacement field, the formulation is called subparametric, while the terminology superparametric is employed for the case that the interpolation of the geometry is done with higher-order polynomials than that of the displacement field.

Using an argument similar to that used for the derivation of the equations of translational equilibrium we require that the second integral holds pointwise: eijk δjl σlk = 0, which directly results in the sought symmetry: σkl = σlk . 6) into a weak formulation. 8) with the boundary conditions n = t or u = up prescribed on complementary parts of the ˙ 0 ) = u˙ 0 . 8) is the weak form of the equation of motion and represents the principle of virtual work expressed in the current configuration. It is emphasised that in the above derivation no assumptions have been made with regard to the material behaviour, nor with respect to the magnitude of the spatial gradients of the displacements.

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