scholarly journals Failure Modes Analysis of Stone Arch Bridges

2015 ◽  
Vol 9 (1) ◽  
pp. 442-449
Author(s):  
Song Jun ◽  
Wang Fumin ◽  
Shi Kang
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Ultimate Bearing Capacity ◽  
Scale Model ◽  
Arch Bridge ◽  
Loading Process ◽  
Bridge Safety ◽  
Destruction Mechanism ◽  
Arch Bar ◽  
Arch Bridges

A destruction test based on the bridge safety appraisal is one way to verify the failure law of an actual bridge. In this paper, a stone arch bridge in a 1:10 scale model and with a span of 60 m (namely, an arch bar of the same length as the object of test) has been tested, methods of its whole test and loading process introduced, and ultimate bearing capacity, deflection and development rules of cracks in the loading process figured out. With the clarification of destruction mechanism, the ultimate forms of disease and remaining height of section have been acquired and, finally, the destruction theory of stone arch bridges has been verified and optimized.

Ultimate Bearing Capacity Analysis of Long-Span Continuous Stone Arch Bridge

2011 ◽  
Vol 71-78 ◽  
pp. 3800-3805
Author(s):  
Da Lin Hu ◽  
Kai Jiang ◽  
Qi Xin Sun ◽  
Lin Han
Keyword(s):  
Bearing Capacity ◽  
Safety Assessment ◽  
Ultimate Bearing Capacity ◽  
Failure Characteristics ◽  
Arch Bridge ◽  
The Past ◽  
Long Span ◽  
Arch Bridges ◽  
Mechanical Performances ◽  
Main Arch

In the past 50 years, many long-span continuous stone arch bridges have been built in China. Analysis of mechanical performances and load capacities of long-span continuous stone arch bridges has important significances for the safety assessment of the similar bridges. 3D elastoplastic finite element method is employed to analyze ultimate bearing capacity of a three-span arch bridge with sandstone masonry in this paper. The characteristics of structural geometric and material nonlinearities and cracking and crushing of the masonry are taken into account. Compared with single-span arch bridge, both the coaction of spandrel structure and main arch and the influence of loading arrangements on ultimate bearing capacity is analyzed. The failure characteristics of the structure under the ultimate load are also introduced. The analysis results and conclusions can be referenced for the safety assessment of similar bridges.

scholarly journals Effects of SWS Strength and Concrete Air Void Composite Defects on Performance of CFST Arch Bridge Rib

2020 ◽  
Vol 2020 ◽  
pp. 1-18
Author(s):  
Zhengran Lu ◽  
Chao Guo
Keyword(s):  
Bearing Capacity ◽  
Ultimate Strength ◽  
Large Diameter ◽  
Steel Tube ◽  
Scale Model ◽  
Welding Temperature ◽  
Arch Bridge ◽  
Cfst Arch Bridge ◽  
Arch Bridges ◽  
Air Void

Most large-diameter concrete-filled steel tube (CFST) arch bridges adopt spiral-welded steel tubes for technical and economic reasons. However, during the steel tube manufacturing process, the welding temperature and other factors lead to a decreased spiral-welded seam (SWS) strength initially. Furthermore, for the CFST arch bridges using ordinary concrete, the laitance and air void defects inevitably appear, especially 20 years ago when there was no air-entraining agent in China. This paper presents a group of scale model experiments and finite element model analysis of the bearing capacity of a serviced CFST arch bridge rib with decreased SWS strength and concrete air void composite defects, under small eccentric axial compression on ultrasonic scanning field data. Parametric analyses were also performed to investigate the influence of the air void and SWS strength on the bearing capacity of the rib. Finally, a new ultimate strength index of the rib with composite defects was proposed, and a simplified formula was presented to estimate the effects of the air void and SWS strength decrease on the ultimate strength of the CFST arch bridge rib.

Experimental Studies on Axially Loaded Concrete Columns Confined by Different Materials

2008 ◽  
Vol 400-402 ◽  
pp. 513-518 ◽  
Author(s):  
Yong Chang Guo ◽  
Pei Yan Huang ◽  
Yang Yang ◽  
Li Juan Li
Keyword(s):  
Bearing Capacity ◽  
Glass Fiber ◽  
Failure Modes ◽  
Experimental Studies ◽  
Concrete Columns ◽  
Steel Tube ◽  
Ultimate Bearing Capacity ◽  
Advantages And Disadvantages ◽  
Axially Loaded ◽  
Normal Strength

The improvement of the load carrying capacity of concrete columns under a triaxial compressive stress results from the strain restriction. Under a triaxial stress state, the capacity of the deformation of concrete is greatly decreased with the increase of the side compression. Therefore, confining the deformation in the lateral orientation is an effective way to improve the strength and ductility of concrete columns. This paper carried out an experimental investigation on axially loaded normal strength concrete columns confined by 10 different types of materials, including steel tube, glass fiber confined steel tube (GFRP), PVC tube, carbon fiber confined PVC tube (CFRP), glass fiber confined PVC tube (GFRP), CFRP, GFRP, polyethylene (PE), PE hybrid CFRP and PE hybrid GFRP. The deformation, macroscopical deformation characters, failure mechanism and failure modes are studied in this paper. The ultimate bearing capacity of these 10 types of confined concrete columns and the influences of the confining materials on the ultimate bearing capacity are obtained. The advantages and disadvantages of these 10 types of confining methods are compared.

scholarly journals Behavior of the T-Shaped Concrete-Filled Steel Tubular Columns after Elevated Temperature

2021 ◽  
Vol 2021 ◽  
pp. 1-20
Author(s):  
Xianglong Liu ◽  
Jicheng Zhang ◽  
Hailin Lu ◽  
Ning Guan ◽  
Jiahao Xiao ◽  
...  
Keyword(s):  
Elevated Temperature ◽  
Bearing Capacity ◽  
Failure Modes ◽  
Shear Failure ◽  
Element Model ◽  
Ultimate Bearing Capacity ◽  
Steel Tubes ◽  
Tubular Columns ◽  
Short Columns ◽  
Experimental Values

The mechanical properties of T-shaped concrete-filled steel tubular (TCFST) short columns under axial compression after elevated temperature are investigated in this paper. A total of 30 TCFST short columns with different temperature (T), steel ratio (α), and duration of heating (t) were tested. The TCFST column was directly fabricated by welding two rectangular steel tubes together. The study mainly investigated the failure modes, the ultimate bearing capacity, the load-displacement, and the load-strain performance of the TCFST short columns. Experimental results indicate that the rectangular steel tubes of the TCFST column have deformation consistency, and the failure mode consists of local crack, drum damage, and shear failure. Additionally, the influence of high temperature on the residual bearing capacity of the TCFST is significant, e.g., a higher temperature can downgrade the ultimate bearing capacity. Finally, a finite element model (FEM) is developed to simulate the performance of the TCFST short columns under elevated temperature, and the results agree with experimental values well. Overall, this investigation can provide some guidance for future studies on damage assessment and reinforcement of the TCFST columns.

Stability Analysis of Plate-Cone Reticulated Shell

2011 ◽  
Vol 71-78 ◽  
pp. 3760-3763
Author(s):  
Xing Wang
Keyword(s):  
Stability Analysis ◽  
Bearing Capacity ◽  
Double Layer ◽  
Geometrical Nonlinearity ◽  
Ultimate Bearing Capacity ◽  
Arc Length ◽  
Stability Behavior ◽  
Destruction Mechanism ◽  
The Stability ◽  
Complete Process

This paper carries out stability analysis on plate-cone reticulated shell considering geometrical nonlinearity of cooperating work between plates and members. In this paper, stability behavior of different kinds of plate-cone reticulated shell considering geometrical nonlinearity is analyzed by using the software ANSYS, tracking complete process balance path for load-displacement by using arc-length method, the several problems of plate-cone reticulated shell are studied, such as destruction mechanism, structural ductility, ultimate bearing capacity and strength reserve, some important conclusions are obtained. After analyzing the stability behavior of double-layer reticulated shell by ANSYS and comparing with plate-cone reticulated shell, it is proved that plate-cone reticulated shell is more advantageous than double-layer reticulated shell in the aspect of stability behavior.

Deflection Test on CFST Arch Bridge with CFRP Slings

2011 ◽  
Vol 295-297 ◽  
pp. 1079-1087
Author(s):  
Guo Hui Cao ◽  
Zhen Yu Xie ◽  
Ming Cai Wen ◽  
Ran He
Keyword(s):  
Bearing Capacity ◽  
Ultimate Bearing Capacity ◽  
Arch Bridge ◽  
Bridge Model ◽  
Cfst Arch Bridge ◽  
Internal Forces ◽  
East And West ◽  
Deflection Test

The ultimate bearing capacity test is carried on CFST arch bridge model with CFRP slings, and the deflection of tie-beams, CFST arch, crossbeams, decks is also tested. Studies have shown that before the sliping of 4# CFRP sling, the deflection growth of east and west tie-beam, east and west arch both has good symmetry. The deflection growth of crossbeams and decks also has good symmetry, but after the sliping of 4# CFRP sling(located at the middle of west tie-beam), the structural internal forces redistribution appeared. The deflection of west tie-beam increased suddenly, and the mid-span deflection of west tie-beam is larger than that of east tie-beam by 14.6%. The mid-span deflection of east arch is larger than that of west arch by 9.9%. The deflection of crossbeam at 3L/8 and L/4 sections are respectively larger than those of crossbeam at 5L/8 and 3L/4 sections by 13.8% and 5.3%, The deflection of 3#, 2# and 1# decks are respectively larger than those of 4#, 5# and 6# decks by 7.8%, 13.2% and 17.1%. After the snapping of 10# CFRP sling(located at 3L/8 section of east tie-beam), the structural internal forces would appear redistribution. The deflection of east tie-beam would increase suddenly. The mid-span deflection of east tie-beam is larger than that of west tie-beam by 31.7%, and the mid-span deflection of east arch is larger than that of west arch by 21.3%. The deflection of crossbeam at 3L/8 and L/4 sections are respectively larger than those of 5L/8 and 3L/4 sections by 24.7% and 22.5%. The deflection of 3#, 2# and 1# decks are respectively larger than those of 4#, 5# and 6# decks by 16.2%, 24.5% and 28.6%.

scholarly journals Experimental Study and Theoretical Analysis on Flexural Mechanical Propertiesof Reinforced Timber Beams

2018 ◽  
Vol 27 (1) ◽  
pp. 096369351802700
Author(s):  
Xiong Xueyu ◽  
Wang Yiqingzi ◽  
Xue Rongjun ◽  
Lu Xuanxing
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
Failure Modes ◽  
Theoretical Calculations ◽  
Development Trend ◽  
Ultimate Bearing Capacity ◽  
Bending Test ◽  
Element Analysis ◽  
Finite Element Software ◽  
Reinforced Beams

As Chinese architecture masterpiece, ancient Hui-style architecture is the admiration for Chinese and foreign master builders. According to the bending test, the theoretical calculations and Abaqus finite element analysis on 5 Hui-style architecture beams, this paper points out the differences between un-reinforced beams and reinforced beams on ultimate bearing capacity, deflection and other performance indicators. The reinforcement methods of embedding steel bars, embedding CFRP bars and pasting CFRP plate can respectively improve the ultimate bearing capacity by 20.2%, 32.6% and 37.0%. Based on the plane section assumption and considering thereduction of tensile strength causedby wood knots and defects in tension zone, this paper predicts failure modes of the test beams may occur, and gives the ultimate bearing capacity of different failure modes. In addition, this paper uses the Abaqus finite element software for simulating test beams, and the development trend of load-deflectioncurve between the test and numerical simulation are in good agreement, providing reference for further research of Hui-style architecture.

scholarly journals Experimental Investigation on Web Crippling Property of High-Strength Cold-Formed (HSCF) Rectangular Steel Tube

2020 ◽  
Vol 2020 ◽  
pp. 1-17
Author(s):  
Xianglong Liu ◽  
Jicheng Zhang ◽  
Yuanqi Li ◽  
Lei Zeng ◽  
Guofeng Du
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
High Strength ◽  
Ultimate Bearing Capacity ◽  
Height Ratio ◽  
Steel Tubes ◽  
Web Crippling ◽  
Bearing Plate ◽  
Bearing Load ◽  
Plate Width

To research the web crippling performance (i.e., the ultimate web crippling bearing capacity and ductility) of high-strength cold-formed (HSCF) rectangular steel tubes under concentrated load, thirty-six specimens with different bearing plate width, width-to-height ratio, boundaries, and loading conditions are fabricated and tested in this paper. Particularly, four kinds of boundaries and loading conditions are utilized, including end-two-flange (ETF), end-one-flange (EOF), interior-two-flange (ITF), and interior-one-flange (IOF). Research revealed the failure modes of HSCF rectangular steel tubes under concentrated loads applied at the end or interior. Moreover, the load-displacement curves and load-strain curves are obtained. The results show that the ultimate crippling capacity of webs increases significantly with larger bearing plate width and width-to-height ratio. Specimens subjected to interior bearing load have higher ultimate strength and deformation capacity than counterparts that are subjected to bearing load at the end. Additionally, in the middle of the compression web, all strain measuring points enter the plasticity stage and finally appear in the plastic hinge area. Subsequently, the failure modes and ultimate bearing capacity are simulated by the finite element method (FEM), which is implemented via ABAQUS. By comparing the test results with the numerical values, demonstrate the effectiveness of the proposed numerical simulation on investigating the failure modes and the ultimate bearing capacity of HSCF rectangular steel tubes. Finally, regarding the conservative and dangerous calculation of web crippling ultimate bearing capacity in current codes, we can provide a good guidance for future work, particularly the proposed calculation equations for ultimate bearing capacity of HSCF rectangular steel tubes.

Significant Failure Mode Identification for a CFST Arch Bridge System

2013 ◽  
Vol 540 ◽  
pp. 11-19
Author(s):  
Xin Gao ◽  
Lei Wang ◽  
Tong Zhang
Keyword(s):  
Failure Mode ◽  
System Reliability ◽  
Structural Reliability ◽  
Failure Modes ◽  
Reliability Estimation ◽  
Mode Identification ◽  
Bridge Safety ◽  
Finite Element Package ◽  
Arch Bridges ◽  
Failure Mode Identification

The structural reliability analysis is the widely accepted method for bridge safety assessment. Identification the subset of significant failure modes is the most important part of system reliability estimation. In this paper, a stage critical strength branch and bound algorithm is proposed for the failure mode identification of bridge systems. The innovative method is implemented in the combination with the finite element package ANSYS and the MATLAB procedure. The suggest method is applied to a concrete filled steel tubular (CFST) arch bridges. The results reveal various combinations of the failure modes in significantly reduced time and efforts in comparison to the previous permutation method. Additionally, the suggested method can be used for the verification of the system reliability with more specific predictions of the failure mode.

A Method for Seismic Capacity Evaluation of CFST Arch Bridges

2011 ◽  
Vol 268-270 ◽  
pp. 377-382
Author(s):  
Kai Zhong Xie ◽  
Le Qin Qin ◽  
Wen Gao Lv
Keyword(s):  
Failure Modes ◽  
Steel Tube ◽  
Ground Movement ◽  
Seismic Capacity ◽  
Arch Bridge ◽  
Capacity Evaluation ◽  
Cfst Arch Bridge ◽  
Internal Forces ◽  
Arch Bridges ◽  
Capability Evaluation

Based on strength and ductility, the seismic capabilities of the chords of arch ribs, web members, horizontal integrations, suspenders and beams of suspenders of concrete filled steel tube (CFST) arch bridges are studied, then the seismic capability of the bridge is obtained. Firstly, the internal forces of the members are calculated respectively by finite element under the actions of gravity representative value and small earthquakes (0.05g). Then the ultimate bearing capacities, the ratio of ductility and the reduction coefficients of earthquake are obtained according to the failure modes. Finally, yield accelerations of ground movement are multiplied by the reduction coefficients of earthquake, which the resistance seismic capabilities of the members Ac are obtained. The seismic capability of bridge is the minimum Ac. Taking Nanning Yonghe Bridge that is a 346m CFST arch bridge as example, the seismic capability is evaluated that the bridge can resisted the earthquake which the acceleration of ground movement is respectively 0.677g. The results show that the method of seismic capability evaluation is a feasible and efficient method for seismic capability evaluation of CFST arch bridge.

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