EFFICIENCY OF 1D CNNS IN FINITE ELEMENT MODEL PARAMETER ESTIMATION USING SYNTHETIC DYNAMIC RESPONSES

2020 ◽  
Author(s):  
Mohammad Almutairi ◽  
Onur Avci ◽  
Nikolaos Nikitas
Keyword(s):  
Finite Element ◽  
Parameter Estimation ◽  
Finite Element Model ◽  
Element Model ◽  
Dynamic Responses ◽  
Model Parameter ◽  
Model Parameter Estimation

scholarly journals Analysis of Stationary Random Responses for Non-Parametric Probabilistic Systems

2010 ◽  
Vol 17 (3) ◽  
pp. 305-315 ◽  
Author(s):  
Y. Zhao ◽  
Y.H. Zhang ◽  
J.H. Lin ◽  
W.P. Howson ◽  
F.W. Williams
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Element Model ◽  
Physical Structure ◽  
Dynamic Responses ◽  
Response Analysis ◽  
Random Matrix Model ◽  
Stiffness Matrices ◽  
Element Technique ◽  
Non Parametric

The move from conceptual design, through fabrication to observation and measurement on the resulting physical structure is fraught with uncertainty. This, together with the necessary simplifications inherent when using the finite element technique, makes the development of a predictive model for the physical structure sufficiently approximate that the use of random structural models is often to be preferred. In this paper, the random uncertainties of the mass, damping and stiffness matrices in a finite element model are replaced by random matrices, and a highly efficient pseudo excitation method for the dynamic response analysis of non-parametric probability systems subjected to stationary random loads is developed. A numerical example shows that the dynamic responses calculated using a conventional (mean) finite element model may be quite different from those based on a random matrix model. For precise fabrication, the uncertainties of models cannot be ignored and the proposed method should be useful in the analysis of such problems.

Material Characterization for Dynamic Simulation of Non-Homogeneous Structural Members

2010 ◽  
Vol 449 ◽  
pp. 46-53
Author(s):  
J.A. Quintana-Rodríguez ◽  
J.F. Doyle ◽  
F.J. Carrión-Viramontes ◽  
Didier Samayoa-Ochoa ◽  
J. Alfredo López-López
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Dynamic Simulation ◽  
Structural Parameters ◽  
A Priori ◽  
Element Model ◽  
Dynamic Responses ◽  
Inertia Moment ◽  
Physical Density ◽  
Equivalent Properties

Generally, simulation of non-homogeneous materials requires a homogeneous representation with equivalent properties different from the constitutive elements. Determination of the equivalent properties for dynamic simulation is not always a direct and straightforward calculation, as they have to represent, not only the static reactions, but also the dynamic behavior, which depends on a more complex relation of the geometrical (area, inertia moment), mechanical (elastic modulus) and physical (density) properties. In this context, the Direct Sensitivity Method (DSM) is developed to calibrate structural parameters of a finite element model using a priori information with an inverse parameter identification scheme, where parameters are optimized through an error sensitivity function using experimental data with the dynamic responses of the model. Results demonstrate that parameters of materials can be calibrated efficiently from the DSM and that key aspects for this calibration are noise, sensitivity (structural and sensor), and the finite element model representation.

A Dynamic Material Parameter Estimation Procedure for Soft Tissue Using a Poroelastic Finite Element Model

1994 ◽  
Vol 116 (1) ◽  
pp. 19-29 ◽  
Author(s):  
J. P. Laible ◽  
D. Pflaster ◽  
B. R. Simon ◽  
M. H. Krag ◽  
M. Pope ◽  
...  
Keyword(s):  
Finite Element ◽  
Parameter Estimation ◽  
Finite Element Model ◽  
Three Dimensional ◽  
Estimation Method ◽  
Estimation Procedure ◽  
Element Model ◽  
Sequential Optimization ◽  
Displacement Control ◽  
Starting Values

A three-dimensional finite element model for a poroelastic medium has been coupled with a least squares parameter estimation method for the purpose of assessing material properties based on intradiscal displacement and reactive forces. Parameter optimization may be based on either load or displacement control experiments. In this paper we present the basis of the finite element model and the parameter estimation process. The method is then applied to a test problem and the computational behavior is discussed. Sequential optimization on different parameter groups was found to have superior convergence properties. Some guidelines for choosing the starting parameter values for optimization were deduced by considering the form of the objective function. For load control experiments, in which displacement data is used for the optimization, the starting values for the elastic modulus should be lower in magnitude than an “anticipated” modulus. The permeability starting values should be higher than an anticipated permeability. For displacement control experiments, the reverse is true. The optimization scheme was also tested on data with random variations.

Dynamic Responses of Arch Dams Considering Different Reservoir Models

2011 ◽  
Vol 250-253 ◽  
pp. 3923-3926
Author(s):  
Shao Qing Hu ◽  
Bai Tao Sun
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Water Level ◽  
Element Model ◽  
Arch Dam ◽  
Dynamic Responses ◽  
Additional Mass ◽  
Mass Model ◽  
Arch Dams ◽  
Reservoir Models

In this paper, the dynamic responses of an arch dam in the case of normal water level and operating low water level were simulated by using additional mass model and incompressible finite element model for reservoir respectively. The results showed that the reservoir models have a great impact on dynamic response of arch dams. The maximum principle tensile stress using incompressible finite element model of fluid is less than that using additional mass model. With the depth of the reservoir water increasing, the hydrodynamic pressure acting ton the dam surface caused by earthquake force increased and the dynamic responses of dam also increased.

Aerodynamic Analysis in Time Domain of a Cable-Stayed Bridge

2012 ◽  
Vol 479-481 ◽  
pp. 1205-1208
Author(s):  
Chern Hwa Chen ◽  
Yuh Yi Lin ◽  
Cheng Hsin Chang ◽  
Shun Chin Yang ◽  
Yung Chang Cheng ◽  
...  
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Time Domain ◽  
Field Tests ◽  
Element Model ◽  
Modal Identification ◽  
Dynamic Responses ◽  
Cable Stayed Bridge ◽  
The Time Domain ◽  
Frequency Domain Approach

To determine its actual dynamic responses under the wind loads, modal identification from the field tests was carried out for the Kao Ping Hsi cable-stayed bridge in southern Taiwan. The rational finite element model has been established for the bridge. With the refined finite element model, a nonlinear analysis in time domain is employed to determine the buffeting response of the bridge. Through validation of the results against those obtained by the frequency domain approach, it is confirmed that the time domain approach adopted herein is applicable for the buffeting analysis of cable-stayed bridges.

EXPERIMENTAL MODAL TEST AND TIME-DOMAIN AERODYNAMIC ANALYSIS OF A CABLE-STAYED BRIDGE

2011 ◽  
Vol 11 (01) ◽  
pp. 101-125 ◽  
Author(s):  
C. H. CHEN ◽  
C. I. OU
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Time Domain ◽  
Field Tests ◽  
Element Model ◽  
Modal Identification ◽  
Dynamic Responses ◽  
Element Analysis ◽  
Cable Stayed Bridge ◽  
The Time Domain

To determine its actual dynamic responses under the wind loads, modal identification from the field tests was carried out for the Kao Ping Hsi cable-stayed bridge in southern Taiwan. The dynamic characteristics of the bridge identified by a continuous wavelet transform algorithm are compared with those obtained by the finite element analysis. The finite element model was then modified and refined based on the field test results. The results obtained from the updated finite element model were shown to agree well with the field identified results for the first few modes in the vertical, transverse, and torsional directions. This has the indication that a rational finite element model has been established for the bridge. With the refined finite element model, a nonlinear analysis in time domain is employed to determine the buffeting response of the bridge. Through validation of the results against those obtained by the frequency domain approach, it is confirmed that the time domain approach adopted herein is applicable for the buffeting analysis of cable-stayed bridges.

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