Thin‐layer element for interfaces and joints

Desai, C. S.; Zaman, Musharraf; Lightner, J.G.; Siriwardane, H.J.

doi:10.1002/nag.1610080103

Cited by 530 publications

(200 citation statements)

References 2 publications

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“…The fault in rock mass is larger and fewer and can be simulated with the joint element such as Goodman element [19] or Desai element [20]. While obviously different from it, the joint belongs to the third-and fourth-class structural face, which is small, many and nonpersistent, and it cannot be calculated one by one.…”

Section: A Damage Constitutive Model For Rock Mass With Macroscopic Fmentioning

confidence: 99%

A Damage Constitutive Model for Rock Mass with Nonpersistently Closed Joints Under Uniaxial Compression

Liu

Zhang

2015

Arab J Sci Eng

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As part of the rock mass, both the macroscopic flaws such as joints and the mesoscopic flaws such as microcracks affect the strength and the deformational behavior of rock mass. Existing models can either handle any one of them alone, and a model which can consider the co-effect of these two kinds of flaws on rock mass mechanical behavior is not yet available. This study focusses on rock mass with nonpersistently closed joints and establishes a new damage constitutive model for it. Firstly, the damage model for the intact rock which contains only the mesoscopic flaws is introduced. Second, the expression of the macroscopic damage variable (tensor) which can consider the joint geometrical and mechanical properties at the same time is obtained based on the energy principle and fracture theory. Third, the damage variable based on coupling the macroscopic and mesoscopic flaws is deduced based on Lemaitre strain equivalence hypothesis, and then the corresponding damage constitutive model for rock mass with nonpersistently closed joints under uniaxial compression is set up. Finally, the test data for the intact rock under uniaxial compression are adopted to validate the proposed model. A series of calculation examples verify that the proposed model is capable of presenting the

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Section: A Damage Constitutive Model For Rock Mass With Macroscopic Fmentioning

confidence: 99%

A Damage Constitutive Model for Rock Mass with Nonpersistently Closed Joints Under Uniaxial Compression

Liu

Zhang

2015

Arab J Sci Eng

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“…They are normal hexa-or pentahedral elements in which the length or width to thickness ratio can be up to 1000:1 without causing numerical problems during the calculation [13]. They are implemented to describe the local (joint) dissipation in structures and it has been shown that the simulated damping correlates better with the experimental results than traditional damping modeling methods [1].…”

Section: Modelling Of Materials and Joint Dampingmentioning

confidence: 99%

Eigenpath Following for Systems with Symmetric Complex-Valued Stiffness Matrices

Miller

Bograd

Schmidt

et al. 2010

Shock and Vibration

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Abstract.A vibration analysis of a structure with joints is performed. The simulation is conducted with finite element software capable of performing a numeric modal analysis with hysteretic damping assumption. The joints are modeled with thin layer elements, representing dissipation and stiffness of the joints. The matrices describing the system consist of the mass, as well as real and complex-valued stiffness matrices. If the eigenvalues of this system are found in one step, due to the mode crossing occurring for the closely spaced modes, it is difficult and time consuming to assign calculated modal damping factors to the corresponding undamped eigenvalues. In order to avoid this problem, an eigenvalue following method is used. The outcome of the solution is the graphical presentation of continuous eigenvalue paths, showing the change in the eigenvalues from the undamped to the fully damped case. For every undamped eigenvalue exists its equivalent eigenfrequency and damping factor that can be used for further numerical analysis.In scope of this article a Predictor-Corrector and a Rayleigh-Quotient Iteration algorithms are applied to the problem. The algorithms are tested specifically on the type of matrices resulting from the weakly damped hysteretic formulation arising from the simulation of metallic structures with joints.

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“…Various possible modes of deformation must be taken into account, including the stick and slip modes, for which normal stress remains compressive, as well as the debonding and rebonding modes, for which normal stress can reach zero. Models for the pipesoil interface describe limiting cases such as perfect adhesion [Selvadurai and Pang 1988], elastic and inelastic springs for both transversal and longitudinal behavior [Zhou and Murray 1993], and continuum interface elements as in the pioneer works [Katona 1983;Desai et al 1984]. More realistic continuum contact models including both normal and longitudinal contact forces models can be generically framed as optimization models, by which the contact constraints are introduced in the general equations of motion through a Lagrangian multiplier formulation and solved through mathematical programming algorithms.…”

Section: Nelly Piedad Rubio Deane Roehl and Celso Romanelmentioning

confidence: 99%

A three dimensional contact model for soil-pipe interaction

Rubio

Roehl

Romanel

2007

JOMMS

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One of the most common causes of collapse of pipelines crossing unstable slopes is the large deformation induced by landslides. This paper presents a numerical methodology based on the finite element method for the analysis of buried pipelines considering the nonlinear behavior of the soil-pipe interface. This problem is inherently complex since it involves the interaction between two different bodies (pipe and soil), and is affected by many elements such as material nonlinearities, local and global buckling, soil settlement, pipe upheaval, among others. An important aspect that should be considered in the study of buried pipes is the mechanical behavior along the interface between the structure and the soil. The contact problem, which includes both a normal and a tangential constitutive law, is formulated through a penalty method. The finite element model considers full three-dimensional geometry, elasto-plastic material behavior and accounts for the presence of large displacements and deformations.

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Thin‐layer element for interfaces and joints

Cited by 530 publications

References 2 publications

A Damage Constitutive Model for Rock Mass with Nonpersistently Closed Joints Under Uniaxial Compression

A Damage Constitutive Model for Rock Mass with Nonpersistently Closed Joints Under Uniaxial Compression

Eigenpath Following for Systems with Symmetric Complex-Valued Stiffness Matrices

A three dimensional contact model for soil-pipe interaction

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