Simulation and Analysis for Externally Prestressed Concrete Bridge Based on ANSYS

2011 ◽  
Vol 243-249 ◽  
pp. 1737-1742 ◽  
Author(s):  
Ke Chen ◽  
Jian Yong Song ◽  
Shuo Zhang
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Bearing Capacity ◽  
Prestressed Concrete ◽  
Local Stress ◽  
Ultimate Bearing Capacity ◽  
Concrete Bridge ◽  
Element Analysis ◽  
Bridge Model ◽  
Prestressed Concrete Bridge

The externally prestressed bridge finite element analysis module redeveloped based on ANSYS software is introduced，realizing finite element analysis method for externally prestressed concrete bridge. It is able to build the externally prestressed bridge finite element model, combined with Solid65 and Solid45 simulated concrete, and Link8 or Link10 simulated prestressed tendon. It is also able to bring material and geometric nonlinear effects into the analysis, for analyzing ultimate bearing capacity and local stress characterization of the externally prestressed structure. A bridge model is generated as an example for verifying the application of the module. Based on it, the model then is equipped with different allocation arrangements of internal and external tendons to analyze the mechanical characteristics of externally prestressed concrete bridge. Research is conducted for the effect on ultimate bearing capacity by allocation arrangement of tendons, and providing design suggestion and theoretic basis.

Nonlinear Finite Element Analysis of Stiffened T-Shaped Thin-Walled Concrete-Filled Steel Tube Composite Columns

2012 ◽  
Vol 193-194 ◽  
pp. 1461-1464
Author(s):  
Bai Shou Li ◽  
Ai Hua Jin
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Bearing Capacity ◽  
Steel Tube ◽  
Ultimate Bearing Capacity ◽  
Element Analysis ◽  
Concrete Filled Steel Tube ◽  
Composite Columns ◽  
Short Columns ◽  
Thin Walled

Based on the characteristics of the special-shaped concrete-filled steel tubes and consideration of material nonlinearity of constitutive relation, stimulation of 6 T-shaped thin-walled ribbed and un-ribbed concrete-filled steel tube short columns is implemented, as well as comparable analysis of stress, strain, displacement and bearing capacity, through the finite element analysis software ANSYS. The result indicates that the rib can effectively improve the ductility, delaying the buckling occurs, which enhances the core concrete confinement effect, so as the stimulated ultimate bearing capacity which is greater than nominal ultimate bearing capacity.

Numerical study of ultimate bearing capacity of rectangular footing on layered sand

2020 ◽  
Vol 1 (101) ◽  
pp. 15-26
Author(s):  
V. Panwar ◽  
R.K. Dutta
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Bearing Capacity ◽  
Numerical Study ◽  
Friction Angle ◽  
Ultimate Bearing Capacity ◽  
Loose Sand ◽  
Sand Layer ◽  
Element Analysis ◽  
Dense Sand

Purpose: The purpose of this study is to investigate the ultimate bearing capacity of the rectangular footing resting over layered sand using finite element method. Design/methodology/approach: Finite element analysis was used to investigate the dimensionless ultimate bearing capacity of the rectangular footing resting on a limited thickness of upper dense sand layer overlying limitless thickness of lower loose sand layer. The friction angle of the upper dense sand layer was varied from 41° to 46° whereas for the lower loose sand layer it was varied from 31° to 36°. Findings: The results reveal that the dimensionless ultimate bearing capacity was found to increase up to an H/W ratio of about 1.75 beyond which the increase was marginal. The results further reveal that the dimensionless ultimate bearing capacity was the maximum for the upper dense and lower loose sand friction angles of 46° and 36°, while it was the lowest for the upper dense and lower loose sands corresponding to the friction angle of 41° and 31°. For H/W = 0.5 and 2, the dimensionless bearing capacity decreases with the increase in the L/W ratio from 0.5 to 6 beyond which the dimensionless ultimate bearing capacity remains constant for all combinations of parameters. The results were presented in nondimensional manner and compared with the previous studies available in literature. Research limitations/implications: The analysis is performed using a ABAQUS 2017 software. The limitation of this study is that only finite element analysis is performed without conducting any experiments in the laboratory. Further the study is conducted only for the vertical loading. Practical implications: This proposed numerical study can be used to predict the ultimate bearing capacity of the rectangular footing resting on layered sand. Originality/value: The present study gives idea about the ultimate bearing capacity of rectangular footing when placed on layered sand (dense sand over loose sand) as well as the effect of thickness of top dense sand layer on the ultimate bearing capacity. The findings could be used to calculate the ultimate bearing capacity of the rectangular footing on layered sand.

EXAMINATION ON ULTIMATE BEARING CAPACITY OF FOOTING BY REGID PLASTIC FINITE ELEMENT ANALYSIS

2013 ◽  
Vol 78 (686) ◽  
pp. 763-770
Author(s):  
Kazuhiro KANEDA ◽  
Satoru OHTSUKA ◽  
Yoshimasa SHIGENO ◽  
Masamichi AOKI ◽  
Junji HAMADA ◽  
...  
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Bearing Capacity ◽  
Ultimate Bearing Capacity ◽  
Element Analysis

Finite Element Analysis for Unstiffened Overlapped CHS K-Joints Welded in Different Ways

2012 ◽  
Vol 446-449 ◽  
pp. 533-536
Author(s):  
Xiu Li Wang ◽  
Peng Chen ◽  
Wen Wei Yang
Keyword(s):  
Finite Element Method ◽  
Finite Element Analysis ◽  
Finite Element ◽  
Bearing Capacity ◽  
Ultimate Bearing Capacity ◽  
Ultimate Capacity ◽  
The Finite Element Method ◽  
Element Analysis ◽  
Element Method

In this paper，the ultimate bearing capacity of unstifened overlapped CHS K-joints is investigated by using the finite element method with influence of weld and non-weld on joint ultimate capacity under brace different bearing capacity. with angle of chord and brace is increasing ultimate capacity to lowed more and more small，which hidden weld is non-weld by one brace is pulled and other is pressured. ultimate capacity no influence to hidden welded and non-welded by both brace is pulled.

Finite Element Analysis of Prestressed Concrete-Filled Square Steel Tube Truss

2013 ◽  
Vol 838-841 ◽  
pp. 510-513
Author(s):  
Chun Li Zhou ◽  
Ru Yang ◽  
Xue Ying Tang
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Bearing Capacity ◽  
Prestressed Concrete ◽  
Steel Tube ◽  
Load Bearing Capacity ◽  
Element Analysis ◽  
Design Strength ◽  
Load Bearing ◽  
Square Steel Tube

Prestressed concrete-filled square steel tube truss is the kind of truss whose upper chords and lower chords are respectively concrete-filled square steel tube and prestressed square steel tube. Four truss models as square steel tube truss, concrete-filled square steel tube truss, prestressed square steel tube truss and prestressed concrete-filled square steel tube truss were analysed by ANSYS, each of those truss models’ span has three variations. The result shows that the bar sections’ strength of square steel tube truss and concrete-filled square steel tube truss are far from reaching their design strength when the allowable values of deflection has reachedl//400. Unlike the cases described above, when the bar sections’ strength of prestressed square steel tube truss and prestressed concrete-filled square steel tube truss has reached their design strength, their load-bearing capacity is 1 or 1.5 times higher than those cases above and their deflection has not reached the allowable values.

Finite Element Analysis and Parametric Study on the Stability of Dendritic Column

2014 ◽  
Vol 488-489 ◽  
pp. 365-369
Author(s):  
Xiao Guang Song ◽  
Zuo Yun Mei ◽  
Jia Lv
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Bearing Capacity ◽  
Rapid Development ◽  
Dendritic Structure ◽  
Ultimate Bearing Capacity ◽  
Height Ratio ◽  
Element Analysis ◽  
Railway Stations ◽  
Overall Stability

With the rapid development of the Chinese railway in recent years, the construction of so many large railway stations are needed. Because the roof and the canopy should be convenient for the passengers and goods to get through, the column spacing and span is large. In order to achieve the functional and aesthetic requirements of the railway stations, the dendritic column is developed. Dendritic structure is the building structure which is designed by the principle of zoology and undertaking force of tree among nature. It has particular appreciation and practicability. In order to determine the critical load and buckling behavior of the dendritic column from stable balance to unstable balance condition, the finite element model is established by the finite element analysis program ANSYS. And the linear overall stability, geometrical nonlinear overall stability, geometrical and material nonlinear overall stability were studied. Through changing such factors as the stiffness ratio and the height ratio between the trunk and the branch, span to height ratio of branch, etc., the authors further studied the nonlinear stability behavior of this new type structure. It is showed that the ultimate bearing capacity of the Y-shape column is high. And we got the conclusion that how these three parameters influence the ultimate bearing capacity of the dendritic column. And the results can offer reference for the design of the dendritic column. Your manuscript will be reduced by approximately 20% by the publisher. Please keep this in mind when designing your figures and tables etc.

Bearing capacity of transversely prestressed concrete deck slabs

2018 ◽  
Author(s):  
Sana Amir ◽  
Cor van der Veen ◽  
Joost C. Walraven ◽  
Ane de Boer
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
Prestressed Concrete ◽  
Bridge Decks ◽  
Punching Shear ◽  
Concrete Bridge ◽  
Membrane Action ◽  
Concrete Bridge Decks ◽  
Prestressed Concrete Bridge ◽  
Compressive Membrane Action

All over the world, the safety of old structures is a question that has become increasingly important with the passage of time. In the Netherlands, there are a large number of thin, transversely prestressed concrete bridge decks, cast in-situ between the flanges of long prestressed concrete girders. These bridges date back to the 60’s and 70’s of the last century and are found to be critical in shear when analyzed using the recently implemented EN 1992-1-1:2005 (CEN 2005). With the on-going economic recession, it is an astute approach to check if such bridges can still be used for a few more decades, provided they are safe and reliable against the modern traffic loads. The results could then be applied on a wider range of structures, especially in developing countries facing economic constraints. Therefore, a prototype bridge was selected and experimental, numerical and theoretical approach was used to investigate its bearing capacity, loaded by a single and double wheelprint loadcase. Nineteen tests on a 1:2 scale model of the bridge were carried out in the laboratory. Later the bridge was modelled as a 3D solid, 1:2 scale using the finite element software TNO DIANA 9.4.4 and several nonlinear analyses were carried out. Furthermore, a theoretical analysis, using the bearing capacity obtained from the fib Model code 2010 punching shear provisions (based on the Critical Shear Crack Theory for prestressed slabs), and the experimental and numerical ultimate capacities, showed comparable results. A coefficient of variation of 11% and 9% was obtained when the experimental and the finite element analysis punching loads were compared with the theoretical results involving compressive membrane action, respectively. This led to the conclusion that the existing transversely prestressed concrete bridge decks still have sufficient residual bearing (punching shear) capacity and considerable saving in cost can be made if compressive membrane action is considered in the analysis.

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