Mixed elastoplastic problem of the computation of a soil bed in the three-dimensional statement

Pilyagin, A. V.; Kazantsev, S. V.

doi:10.1007/bf02306662

Cited by 2 publications

(4 citation statements)

References 1 publication

Supporting

Mentioning

Contrasting

Order By: Relevance

“…Pilyagin and Kazantsev in their papers [193,195] and book [194] were the first to give the solution of a spatial elastoplastic problem of evaluation of the stress-strained state of bases. They also describe a software package with numerical algorithms of the problem produced using the finite-element method.…”

Section: Spatial Contact Problems For Rigid Flat-bottom Punchesmentioning

confidence: 99%

“…The method of solving a mixed spatial problem of theories of elasticity and plasticity, quoted in [193][194][195], as well as the analysis of influence of various factors on the variation of the stress-strained state of the soil base have shown a conceptual possibility of the finite-element method to be applied in practical design of foundations for buildings and structures. However, the variety of factors affecting the stress-strained state of the bases, the long computation time for spatial elastic and elastoplastic problems strongly encumber the application of the three-dimensional FEM in practical engineering.…”

Section: Spatial Contact Problems For Rigid Flat-bottom Punchesmentioning

confidence: 99%

See 1 more Smart Citation

Contact Interaction of Shallow Foundations with Nonhomogeneous Bases

Aleynikov

2009

Foundations of Engineering Mechanics

View full text Add to dashboard Cite

In the fourth chapter the results of the boundary-element solutions of spatial contact problems for complex-shaped punches, located on the surfaces of elastic nonclassical bases, are analyzed. The problems under consideration correspond to the modeling of contact interaction of shallow foundations with elastic nonhomogeneous bases. Contact pressure fields under punches of various shape under an eccentric load (a contact problem on a strongly inclined punch) are obtained. The influence of non-uniform (over the area) compressibility as well as depthdependent nonhomogeneity of the base deformational properties on the formation and development of detachment zones, settlements and slopes of punches with the increase of the absolute values of overturning moments is shown. An algorithm to calculate the boundaries of the section core for rigid complex-shaped foundation plates from the stress values is described. Some optimization problems are solved for load and shape parameter control in order to provide uniform settlement of rigid foundation. As an example for the application of the developed boundary element method, a contact problem is solved and the elastic base stress-strained state is determined for a rigid strip foundation of variable width. In the same chapter a spatial contact model of the base is built taking into account nonlinear elastic soil properties. A procedure for the model parameter characterization based on the direct punch test data is considered. Finally, the chapter contains the studies of contact problems of bending of orthotropic plates situated on elastic nonclassical bases, performed by BEM combined with finite difference method. S.M. Aleynikov,

show abstract

Section: Spatial Contact Problems For Rigid Flat-bottom Punchesmentioning

confidence: 99%

Section: Spatial Contact Problems For Rigid Flat-bottom Punchesmentioning

confidence: 99%

Contact Interaction of Shallow Foundations with Nonhomogeneous Bases

Aleynikov

2009

Foundations of Engineering Mechanics

View full text Add to dashboard Cite

show abstract

“…Recently, numerical methods for determining nonlinear settlements by the finite element method (FEM) using various elastoplastic models of the soil base have become increasingly popular [2,8,9,12]. Nevertheless, analytical methods of calculation and at the moment have not lost their relevance, since they are most fully developed in regulatory documents and are well confirmed by experimental data.…”

Section: Introductionmentioning

confidence: 99%

“…where k s,icoefficient which depending on the kind and condition of the soil, as well as the parameters of the foundation. The use of the coefficient k s,i in the equation (8) makes it universal and allows to approximate almost any curve of the dependence of settlement on pressure (Fig. 3).…”

mentioning

confidence: 99%

Non-linear settlements of shallow foundation

2019

View full text Add to dashboard Cite

This article proposes a method for determining the nonlinear settlements of the foundation, based on the method of layer-by-layer summation, which allows to determine the settlement of the foundation until the base bearing capacity is exhausted, taking into account the heterogeneity of the geological structure of the soil massif and the presence of weak underlying layers of soil. The recommended equation for determining the coefficient ks is given, which allows you to approximate almost any curve of the dependence of settlement on pressure, taking into account the properties of the soil base, size, shape and depth of the foundation. It carried out a comparative analysis of the proposed method with the results obtained experimentally and other calculating methods.

show abstract

Mixed elastoplastic problem of the computation of a soil bed in the three-dimensional statement

Cited by 2 publications

References 1 publication

Contact Interaction of Shallow Foundations with Nonhomogeneous Bases

Contact Interaction of Shallow Foundations with Nonhomogeneous Bases

Non-linear settlements of shallow foundation

Contact Info

Product

Resources

About