GFAS – User manual

Formulation of the element matrices and vectors for elasticity problem > Consistent element nodal loads > Initial stress/strain loads

GFAS – User manual

GFAS
Contents
Introduction
Introduction
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Mesh generation
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Formulation of the element matrices and vectors for elasticity problem
Formulation of the element matrices and vectors for elasticity problem
- Index
- Equilibrium equations
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- Strain-Displacement Relations
- A General Formula for the Stiffness Matrix
  A General Formula for the Stiffness Matrix
- Finite element types
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- Consistent element nodal loads
  Consistent element nodal loads
- Assembly and storage strategy
- Incorporation of boundary conditions
  Incorporation of boundary conditions
- Solution of equilibrium equations
Formulation of the beam-column elements
Formulation of the beam-column elements
- Index
- Bar or truss elements
- Two-noded beam-column element
- Joining beam-column elements to plane elements. Dissimilar elements.
  Joining beam-column elements to plane elements. Dissimilar elements.
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  - Beam-column element connected to a plane element
  - Truss element connected to a plane element
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    Bolts elements
    
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    End anchored bolts
    
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Nonlinear analysis formulation
Nonlinear analysis formulation
- Inelastic stress-strain behavior
  Inelastic stress-strain behavior
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  - Constant-stiffness method
    Constant-stiffness method
    
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    Generation of self-equilibrating body loads
    
    Initial strain method
    
    Initial stress method
    
    Solution procedure
  - Tangent (variable)-stiffness method
    Tangent (variable)-stiffness method
    
    Index
    
    Integration of the constitutive relations. Consistent tangent matrix
    
    Solution procedure
Steady state analysis
Hydraulic boundary conditions
Initial conditions
Initial conditions
Dynamic and seismic analysis
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Tutorial & DXF
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Geoapp
Geoapp
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Contact

strain loads¶

In this case the consistent equivalent nodal loads are given by the first two terms of the Eq. (21):


		(68)

These nodal loads are self equilibrating, produces zero resultant force and zero resultant moment. Some particular cases are given in order to illustrate the evaluation of the initial stress loads.