Dynamic Responses of Frame Structures Solved Using DQEM and EDQ Based Time Integration Method

2004 ◽  
Author(s):  
Chang-New Chen
Keyword(s):  
Dynamic Equilibrium ◽  
Time Integration ◽  
Element Model ◽  
Equation System ◽  
Dynamic Responses ◽  
Frame Structures ◽  
Equilibrium Equations ◽  
Integration Schemes ◽  
Time Element ◽  
Time Integration Schemes

The dynamic response of frame structures is solved by using the DQEM to the spacial discretization and EDQ to the temporal discretization. In the DQEM discretization, EDQ is also used to define the discrete element model. Discrete dynamic equilibrium equations defined at interior nodes in all elements, transition conditions defined on the inter-element boundary of two adjacent elements and boundary conditions at the structural boundary form a dynamic equation system at a specified time stage. The dynamic equilibrium equation system can be solved by the direct time integration schemes of time-element by time-element method and stages by stages method which are developed by using EDQ and DQ. Numerical procedures and numerical results are presented.

Dynamic Response of Composite Two-Dimensional Elasticity Problems Solved by DQEM and EDQ Based Time Integration Method

2004 ◽  
Author(s):  
Chang-New Chen
Keyword(s):  
Dynamic Response ◽  
Dynamic Equilibrium ◽  
Time Integration ◽  
Element Model ◽  
Equation System ◽  
Two Dimensional ◽  
Equilibrium Equations ◽  
Integration Schemes ◽  
Time Element ◽  
Elasticity Problems

The dynamic response of composite two-dimensional elasticity problems is solved by using the DQEM to the spacial discretization and EDQ to the temporal discretization. In the DQEM discretization, DQ is used to define the discrete element model. Discrete dynamic equilibrium equations defined at interior nodes in all elements, transition conditions defined on the inter-element boundary of two adjacent elements and boundary conditions at the structural boundary form a dynamic equation system at a specified time stage. The dynamic equilibrium equation system can be solved by the direct time integration schemes of time-element by time-element method and stages by stages method which are developed by using EDQ and DQ. Numerical procedures and numerical results are presented.

Dynamic Response of Timoshenko Beam Structures Solved by DQEM Using EDQ

2002 ◽  
Author(s):  
Chang-New Chen
Keyword(s):  
Dynamic Response ◽  
Timoshenko Beam ◽  
Dynamic Equilibrium ◽  
Time Integration ◽  
Element Model ◽  
Equation System ◽  
Equilibrium Equations ◽  
Beam Structures ◽  
Integration Schemes ◽  
Time Element

The dynamic response of Timoshenko beam structures is solved by using the DQEM to the space discretization and EDQ to the time discretization. In the DQEM discretization, DQ is used to define the discrete element model. Discrete dynamic equilibrium equations defined at interior nodes in all elements, transition conditions defined on the inter-element boundary of two adjacent elements and boundary conditions at the structural boundary form a dynamic equation system at a specified time stage. The dynamic equilibrium equation system is solved by the direct time integration schemes of time-element by time-element method and stages by stages method which are developed by using EDQ and DQ. Numerical results obtained by the developed numerical algorithms are presented. They demonstrate the developed numerical solution procedure.

Dynamic Response of Shear-Deformable Axisymmetric Orthotropic Circular Plate Structures Solved by the DQEM and EDQ Based Time Integration Schemes

2003 ◽  
Author(s):  
Chang-New Chen
Keyword(s):  
Dynamic Response ◽  
Dynamic Equilibrium ◽  
Time Integration ◽  
Equation System ◽  
Plate Structures ◽  
Integration Schemes ◽  
Time Element ◽  
Time Integration Schemes ◽  
Orthotropic Circular Plate ◽  
Shear Deformable

The dynamic response of shear-deformable axisymmetric orthotropic circular plate structures is solved by using the DQEM to the spacial discretization and EDQ to the temporal discretization. In the DQEM discretization, DQ is used to define the discrete element model. Discrete dynamic equilibrium equations defined at interior nodes in all elements, transition conditions defined on the inter-element boundary of two adjacent elements and boundary conditions at the structural boundary form a dynamic equation system at a specified time stage. The dynamic equilibrium equation system is solved by the direct time integration schemes of time-element by time-element method and stages by stages method which are developed by using EDQ and DQ. Numerical results obtained by the developed numerical algorithms are presented. They demonstrate the developed numerical solution procedure.

Transient Analysis of Heat Conduction in Orthotropic Medium by the DQEM and EDQ Based Time Integration Schemes

2003 ◽  
Author(s):  
Chang-New Chen
Keyword(s):  
Heat Conduction ◽  
Time Integration ◽  
Numerical Algorithms ◽  
Transient Heat Conduction ◽  
Element Model ◽  
Equation System ◽  
Orthotropic Medium ◽  
Integration Schemes ◽  
Time Element ◽  
Time Integration Schemes

The transient heat conduction in orthotropic medium is solved by using the DQEM to the spacial discretization and EDQ to the temporal discretization. In the DQEM discretization, DQ is used to define the discrete element model. Discrete transient equations defined at interior nodes in all elements, transition conditions defined on the inter-element boundary of two adjacent elements and boundary conditions at the structural boundary form a transient equation system at a specified time stage. The transient equation system is solved by the direct time integration schemes of time-element by time-element method and stages by stages method which are developed by using EDQ and DQ. Numerical results obtained by the developed numerical algorithms are presented. They demonstrate the developed numerical solution procedure.

Comparison of Implicit Time Integration Schemes for Nonlinear Dynamic Problems

2010 ◽  
Author(s):  
Murat Demiral
Keyword(s):  
Dynamic Equilibrium ◽  
Time Integration ◽  
Nonlinear Problems ◽  
Implicit Time ◽  
Implicit Methods ◽  
Equilibrium Equations ◽  
Integration Schemes ◽  
Implicit Time Integration ◽  
Time Integration Schemes ◽  
The Stability

Implicit time integration schemes are used to obtain stable and accurate transient solutions of nonlinear problems. Methods that are unconditionally stable in linear analysis are sometimes observed to have convergence problems as in the case of solutions obtained with a trapezoidal method. On the other hand, a composite time integration method employing a trapezoidal rule and a three-point backward rule sequentially in two half steps can be used to obtain accurate results and enhance the stability of the system by means of a numerical damping introduced in the formulation. To have a better understanding of the differences in the numerical implementation of the algorithms of these two methods, a mathematical analysis of dynamic equilibrium equations is performed. Several practical problems are studied to compare the implicit methods.

scholarly journals Quasi-Static Analysis for Subsidence of Stacked B-25 Boxes

2005 ◽  
Author(s):  
Tsu-Te Wu ◽  
William E. Jones ◽  
Mark A. Phifer
Keyword(s):  
Time Integration ◽  
Structural Response ◽  
Element Model ◽  
Structural Deformation ◽  
Static Loads ◽  
Integration Schemes ◽  
Long Duration ◽  
Time Integration Schemes ◽  
Post Buckling ◽  
Structural Responses

This paper presents a quasi-static technique to evaluate the structural deformation of the four stacked B-25 boxes subjected to the static loads of overlaying soil and to determine the effect of corrosion on the deformation. Although the boxes are subjected to a static load, the structural responses of the boxes vary with time. The analytical results indeed show that the deflection, buckling and post buckling of the components of the stacked boxes occur in sequence rather than simultaneously. Therefore, it is more appropriate to treat the problems considered as quasistatic rather than static; namely, the structural response of the stacked boxes are dynamic but with very long duration. Furthermore, the finite-element model has complex contact and slide conditions between the interfaces of the adjoining components, and thus its numerical solution is more tractable by using explicit time integration schemes. The analysis covers the three corrosion scenarios following various time lengths of initial burial under an interim soil cover. The results qualitatively agree with expected differences in deformation for different degrees of corrosion subsidence potential reduction that can be achieved.

Vibration of a Simple Beam Subjected to a Moving Sprung Mass with Initial Velocity and Constant Acceleration

2016 ◽  
Vol 16 (03) ◽  
pp. 1450109 ◽  
Author(s):  
Shih-Hsun Yin
Keyword(s):  
Finite Element ◽  
Analytical Solution ◽  
Initial Velocity ◽  
Time Integration ◽  
Dynamic Responses ◽  
Constant Acceleration ◽  
Element Discretization ◽  
Integration Schemes ◽  
Average Acceleration ◽  
Time Integration Schemes

In this paper, a semi-analytical solution to the problem of a simply supported beam subjected to a moving sprung mass with initial velocity and constant acceleration or deceleration was presented, which serves as a benchmark for checking the performance of other numerical methods. Herein, a finite element modeling procedure was adopted to tackle the vehicle–bridge interaction, and the responses of the vehicle and bridge were computed by time integration schemes such as the Newmark average acceleration, HHT-[Formula: see text], and Wilson-[Formula: see text] methods. In comparison with the semi-analytical solution, the acceleration response of the beam solved by the Newmark average acceleration method shows spurious high-frequency oscillations caused by the finite element discretization. In contrast, the HHT-[Formula: see text] and Wilson-[Formula: see text] methods can dissipate these oscillations and show more accurate results. Moreover, we found that the dynamic responses of the beam and sprung mass were mainly determined by the initial velocity of the sprung mass, but not by the acceleration or deceleration.

scholarly journals Linear and Nonlinear Dynamic Analyses of Sandwich Panels with Face Sheet-to-Core Debonding

2018 ◽  
Vol 2018 ◽  
pp. 1-26 ◽  
Author(s):  
Vyacheslav N. Burlayenko ◽  
Tomasz Sadowski
Keyword(s):  
Nonlinear Models ◽  
Time Integration ◽  
Sandwich Panels ◽  
Dynamic Responses ◽  
Face Sheet ◽  
Integration Schemes ◽  
Recent Developments ◽  
Time Integration Schemes ◽  
Linear And Nonlinear ◽  
Nonlinear Dynamic Analyses

A survey of recent developments in the dynamic analysis of sandwich panels with face sheet-to-core debonding is presented. The finite element method within the ABAQUS™ code is utilized. The emphasis is directed to the procedures used to elaborate linear and nonlinear models and to predict dynamic response of the sandwich panels. Recently developed models are presented, which can be applied for structural health monitoring algorithms of real-scale sandwich panels. First, various popular theories of intact sandwich panels are briefly mentioned and a model is proposed to effectively analyse the modal dynamics of debonded and damaged (due to impact) sandwich panels. The influences of debonding size, form, and location and number of such damage incidents on the modal characteristics of sandwich panels are shown. For nonlinear analysis, models based on implicit and explicit time integration schemes are presented and dynamic responses gained with those models are discussed. Finally, questions related to debonding progression at the face sheet-core interface when dynamic loading continues with time are briefly highlighted.

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