scholarly journals Investigating the Hysteretic Behavior of Concrete-Filled Steel Tube Arch by Using a Fiber Beam Element

2015 ◽  
Vol 2015 ◽  
pp. 1-7 ◽  
Author(s):  
Jun Ma ◽  
Yang Liu ◽  
Qingfei Gao ◽  
Kang Hou
Keyword(s):  
Experimental Data ◽  
Transverse Direction ◽  
Vertical Direction ◽  
Beam Element ◽  
Steel Tube ◽  
Hysteretic Behavior ◽  
Constitutive Relationship ◽  
Concrete Filled Steel Tube ◽  
Hysteretic Performance ◽  
Fiber Beam Element

A fiber beam finite element that could account for the nonlinear constitutive relationship between steel and concrete was applied to investigate the hysteretic behavior of concrete filled steel tube (CFT) arch ribs of bridges. At first, the effectiveness of this fiber beam element using for nonlinear analysis was verified by comparing the analytical results with the experimental data, and then this composite element was applied to analyze the hysteretic performance of CFT arch ribs. The following hysteretic behavior of CFT arch ribs of bridges was investigated such as the hysteretic behaviors of moment-curvature of arch ribs in vertical direction of bridge and the hysteretic relationship between load and displacement of arch ribs in longitudinal and transverse direction of bridge. Finally, some parameters affecting the hysteretic behaviors of CFT arch ribs were presented by evaluating the capacity of ductility of CFT arch ribs.

The Constitutive Relationship of Self-Stress Concrete Filled Steel Tube

2012 ◽  
Vol 428 ◽  
pp. 103-107
Author(s):  
Shui Xing Zhou ◽  
Lu Li ◽  
Yue Ma ◽  
Ling Jun Li
Keyword(s):  
Theoretical Analysis ◽  
Concrete Strength ◽  
Steel Tube ◽  
Constitutive Relationship ◽  
Concrete Filled Steel Tube ◽  
Good Accordance ◽  
Relationship Model ◽  
Experimental Values ◽  
Relationship Of ◽  
Tubular Specimens

Based on the constitutive relationship model of general concrete filled steel tube, and combining with the results and theoretical analysis of several self-stress concrete filled steel tubular specimens, the constitutive relationship model of self-stress concrete filled steel tube was established by introducing an improvement coefficient of concrete strength related to self-stress level. The calculations of specimens’ bearing capacity with different sectional steel ratios, values of self-stress and concrete strengths were performed, which were in a good accordance with those of experimental values.

Research on Hysteretic Behavior of the Concrete Filled Square CFRP-Steel Tubular (S-CFRP-CFST) Beam-Columns (I): Experimental Study

2010 ◽  
Vol 163-167 ◽  
pp. 3580-3585
Author(s):  
Yuan Che ◽  
Qing Li Wang ◽  
Yong Bo Shao ◽  
Hai Tao Mu
Keyword(s):  
Experimental Study ◽  
Bearing Capacity ◽  
Local Buckling ◽  
Steel Tube ◽  
Hysteretic Behavior ◽  
Strengthening Effect ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Beam Columns ◽  
Hysteretic Performance

Overall 12 specimens were experimentally investigated in this paper to study the hysteretic behaviors of the concrete-filled square CFRP-steel tubular (S-CFRP-CFST) beam-columns. The test results indicated that CFRP can provide transverse confinement effect and longitudinal strengthening effect for the concrete filled square steel tubular (S-CFST) beam-columns effectively and the local buckling of the steel tube is deferred. The hysteretic load-deflection curves and the hysteretic moment-curvature curves at the mid-span of all the specimens are generally plump, and it shows these specimens have good hysteretic performance. In the later loading period, the load bearing capacity drops.

Optimal Calculation Method of Eccentric Bearing Capacity of Concrete-Filled Steel Tube Short Columns

2012 ◽  
Vol 238 ◽  
pp. 666-668
Author(s):  
Jian Wei Zhang ◽  
Xing Jie Kuang ◽  
Wei Feng Bai ◽  
Juan Wang
Keyword(s):  
Experimental Data ◽  
Bearing Capacity ◽  
Engineering Design ◽  
Calculation Method ◽  
Steel Tube ◽  
Concrete Filled Steel Tube ◽  
Short Columns ◽  
Optimal Calculation

The currently formulae with many coefficients are too complicated to calculate the bearing capacity of concrete-filled steel tube (CFST) short columns. In this paper, an optimal calculation method was proposed for calculating the eccentric bearing capacity of CFST short columns by means of mechanical derivation. Additionally, the calculating results are compared with experimental data. It is shown that the optimal calculating formulae are highly accurate and easily applicable in engineering design.

scholarly journals Accounting for the Scale Factor in Determining the Compressed Concrete Strength of Concrete-Filled Steel Tube Elements

2019 ◽  
Vol 278 ◽  
pp. 03003
Author(s):  
Elvira P. Chernyshova ◽  
Vladislav E. Chernyshov
Keyword(s):  
Experimental Data ◽  
Axial Compression ◽  
Cross Section ◽  
Concrete Strength ◽  
Circular Cross Section ◽  
Steel Tube ◽  
Scale Factor ◽  
Concrete Filled Steel Tube ◽  
New Formula

The published experimental data on the influence of the concrete samples dimensions on their strength under axial compression had been analyzed in the article. The mechanism of this influence is revealed from the positions of strength statistical theories. The known dependences are given and a new formula is proposed for taking into account the scale factor in determining the strength of compressed concrete. An algorithm for calculating the strength of centrally compressed concrete-filled steel tube elements (CFSTE) with a circular cross-section taking into account the scale factor is shown.

The Influence of Bearing Capacity of Self-Stressed CFST Members for Different Strength Grades and Self-Stressed Magnitudes of Concrete

2012 ◽  
Vol 174-177 ◽  
pp. 1546-1551 ◽  
Author(s):  
Shui Xing Zhou ◽  
Yue Ma ◽  
Dong Sheng Sun ◽  
Lu Li ◽  
Cheng Wu
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
Concrete Strength ◽  
Steel Tube ◽  
The Self ◽  
Confined Concrete ◽  
Constitutive Relationship ◽  
Unified Theory ◽  
Concrete Filled Steel Tube ◽  
Relationship Model

According to the unified theory of general concrete filled steel tube, this paper puts forward a constitutive relationship model of the self-stressed concrete filled steel tube, which was verified by experiments and finite element methods. On the basis of the above, the influences on the bearing capacity of self-stressed CFST members were analyzed about the strength grades and magnitudes of self-stress of confined concrete. The results show that the bearing capacity of the self-stressed concrete filled steel tube members will be improved with the increase of the magnitudes of self-stress and concrete strength grades. Compared to the general CFST in the same condition, the maximum of the bearing capacity can be approximately enhanced 20%.

The Hysteretic Behavior of Fiber Beam Element Model of Reinforced Concrete for Dynamic Explicit Analysis

2011 ◽  
Vol 383-390 ◽  
pp. 6663-6668
Author(s):  
Xian He Du ◽  
Xin Pu Shen ◽  
Sheng Ji Jin
Keyword(s):  
Beam Element ◽  
Numerical Results ◽  
Hysteretic Behavior ◽  
Concrete Element ◽  
Hysteresis Curves ◽  
Box Section ◽  
Modeling Technology ◽  
Loading Case ◽  
Explicit Analysis ◽  
Fiber Beam Element

Aim of this paper is to present a numerical method for modeling of the so-called “equivalent box section fiber beam concrete element”. By comparing hysteresis curves of specimen of the concrete structure plotted with rebar beam with those plotted with the equivalent box section beam under a set of loading cases, the following conclusions are obtained: 1) The modeling technology of equivalent box section beam can overcome the difficulty which the rebar in beam can only be used in static calculation, and the fiber beam element can be applied to dynamic explicit analysis; 2) By comparing hysteresis curves which are plotted by the rebar beam with those obtained with model of equivalent box section beam, it is found that results are in good agreement for a specific typical loading case; 3) By comparing hysteresis curves of the equivalent box section beam with experimental data under given loading case, numerical results indicate that numerical results obtained with proposed modeling technology can fit the experiment phenomena very well.

Seismic Performance of Prefabricated Beam-to-column Joint with Replaceable Energy-dissipating Steel Hinge

2021 ◽  
Author(s):  
Lianqiong Zheng ◽  
Xiaoyang Chen ◽  
Changgui Wei ◽  
Guiyun Yan
Keyword(s):  
Damage Control ◽  
Precast Concrete ◽  
Steel Tube ◽  
Hysteretic Behavior ◽  
Frame Structure ◽  
Initial Stiffness ◽  
Damage Degree ◽  
Hysteretic Performance ◽  
Function Recovery ◽  
Column Joint

Abstract This study presents a novel energy-dissipating prefabricated joint for connecting beam to column in a precast frame structure. The joints are characterized by a replaceable steel hinge and a prefabricated steel tube confined joint core, providing advantages for precast concrete reinforced frames, such as complete assembly, damage control, and maintainability of the structure after an earthquake. The hysteretic behavior of the proposed prefabricated joint was studied through two tests. First, a full-scale prefabricated joint was tested under cyclic loading until failure. On the basis of the initial test, only four weakened dissipaters of the steel hinges in the prefabricated joint were replaced and the second test was conducted to investigate the restorable functional characteristics of the proposed prefabricated joints. For comparison, a reference monolithic joint was also tested. The experimental results demonstrate that the novel prefabricated beam-to-column joint displayed excellent hysteretic performance, and corresponding to the monolithic joint, the load-bearing, energy dissipation, and deformation capacity were improved. The damage of the prefabricated joint was concentrated on the weakened dissipaters of the steel hinges, indicating that the failure mode and damage degree of the prefabricated joint can be controlled. In the second test, the prefabricated joint exhibited similar hysteretic behavior to that of the first test; however, the initial stiffness was slightly lower. Therefore, the prefabricated joint can meet the replaceability requirement and achieve satisfactory beam-to-column joint function recovery after an earthquake.

The Study on Force Behavior of Concrete Filled Steel Tube Lattice Wind Turbine Tower with Three Limb Columns

2012 ◽  
Vol 178-181 ◽  
pp. 179-183 ◽  
Author(s):  
Yang Wen
Keyword(s):  
Energy Dissipation ◽  
Bearing Capacity ◽  
Wind Turbine ◽  
Steel Tube ◽  
Hysteretic Behavior ◽  
Scale Model ◽  
Concrete Filled Steel Tube ◽  
Wind Turbine Tower ◽  
Tower Structure ◽  
Energy Dissipation Capacity

This paper refers to currently the 1.5MW cone tube type wind-driven generator tower, design the model of the concrete-filled steel tube wind turbine tower with three limb columns, and research on the force performance, such as the change of internal force, the process of failure, hysteretic behavior, bearing capacity, ductility and energy dissipation capacity by the pseudo-static experiment on the scale model of wind turbine tower. The study shows that the P- hysteretic curve of lattice concrete-filled steel tube wind-driven generator tower with three limb columns is asymmetric, relatively full “spindle” and the phenomenon of “knead shrink” is not obvious, which account for it has good force behavior and energy dissipation capacity. This kind of tower structure, of which the reverse bearing capacity is greater than the positive, and the reverse ductility coefficient is less than the positive, indicates that it’s reverse plastic deformation ability of the tower structure is weaker than it’s positive.

The Bearing Capacity of the Pre-Compressed Concrete Filled Steel Tube Columns

2018 ◽  
Vol 382 ◽  
pp. 261-266 ◽  
Author(s):  
Anatoly L. Krishan ◽  
Elvira P. Chernyshova ◽  
Rustam R. Sabirov
Keyword(s):  
Experimental Data ◽  
Bearing Capacity ◽  
Steel Tube ◽  
Concrete Core ◽  
Concrete Filled Steel Tube ◽  
Deformation Properties ◽  
Effective Use

The article describes the accounting technique for concrete pressing and raised concrete deformation properties effect when calculating the bearing capacity of the pre-compressed concrete filled steel tube columns. Reliability of the received formulas and dependences is confirmed by experimental data. Due to the fact that the deformation properties of a concrete core in concrete filled steel tube columns significantly exceed the deformation properties of the uniaxial compressed concrete in similar designs, the possibility of high-tensile reinforcement effective use is provided.

scholarly journals Seismic Behavior of a Novel Blind Bolted Flush End-Plate Connection to Strengthened Concrete-Filled Steel Tube Columns

2020 ◽  
Vol 10 (7) ◽  
pp. 2517
Author(s):  
Yihuan Wang ◽  
Zhan Wang ◽  
Jianrong Pan ◽  
Peng Wang
Keyword(s):  
Energy Dissipation ◽  
Failure Mode ◽  
Wall Thickness ◽  
Tube Wall ◽  
Steel Tube ◽  
Hysteretic Behavior ◽  
Concrete Filled Steel Tube ◽  
End Plate ◽  
Tube Wall Thickness ◽  
Energy Dissipation Capacity

Modified blind bolts (Hollo-Bolt) and a locally strengthened steel tube column in the panel zone were created to overcome the moment-resisting problem for the bolted connections between concrete-filled hollow section columns and open section beams and to enhance the performance of connections. The cyclic loading was conducted on a total of six modified anchored blind bolted flush end-plate connections to concrete-filled steel tube (CFST) columns. The key parameters investigated were the tube wall thickness, end-plate thickness, blind bolt anchorage method, and beam section. The failure mode, hysteretic behavior, strength, stiffness, ductility, and energy dissipation capacity of the connections were analyzed and evaluated with all details. The results indicated that connections with modified anchored blind bolts and locally strengthened steel tubes could avoid the premature failure of CFST column and exhibit an improved behavior with a favorable strength, stiffness, and stiffness degradation. The test observations reveal two representative failure modes, and the tube wall thickness and blind bolt anchorage method have a significant effect on the resultant failure mode. Moreover, the use of thin endplate and weak beam can effectively enhance the hysteretic behavior of joints, ductility, and energy dissipation capacity; and the change in anchoring method has little effect on the stiffness. Finite element (FE) analysis models were established for the aforementioned connections. The numerical models were validated against the experimental results and exhibited good agreement. Finally, based on the component method, an initial stiffness calculation method was established for the connections.

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