Linear elastic iteration technique for ultimate bearing capacity of circular CFST arches

Yang, Lufeng; Xie, Weiwei; Zhao, Yufeng; Jian, Zeng

doi:10.1016/j.jcsr.2020.106135

Cited by 8 publications

(4 citation statements)

References 25 publications

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“…Liu et al (2011) and Wang and Guo (2020) studied the load carrying capacity and stability of a CFST arch bridge with fly-birdtype, calculated linear and non-linear stability coefficients, and analyzed the damage modes and load-displacement curves, and the results showed that the linear elastic buckling method does not reflect the true damage mode of this structure, and the effects of both geometric and material non-linearity cannot be ignored. Yang et al (2020) proposed an adaptive strategy of the elastic modulus adjustment for the ultimate bearing capacity of the CFST arch, and the effectiveness of the method was proven by a large number of tests. Ye (2013) and Wu et al (2015) studied the effects of length-to-slenderness ratio and sagittal-to-span ratio on the bearing capacity and suggested the essential difference between the arch and column.…”

Section: Introductionmentioning

confidence: 99%

Calculation model of concrete-filled steel tube arch bridges based on the “arch effect”

Wang

Zengwu

et al. 2023

Front. Mater.

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In view of the limitations of the current code based on the equivalent beam-column method with the “rod mode” instead of the “arch mode” for the calculation of concrete-filled steel tube arch bridges, this paper takes the real bearing mechanism of the arch as the starting point and analyzes the different bearing mechanisms of the arch and eccentric pressurized column. The concrete-filled steel tube arch model test was carried out to analyze the deformation state and damage mode, and the geometric non-linear bending moment of the measured arch was compared with the bending moment value calculated by the eccentricity increase coefficient of the “rod mode.” The results showed that the transfer of internal force is from the axial force to the arch axis, causing the vertical reaction force and horizontal thrust. However, the eccentric compression column only produced the vertical force at the bottom and combines with the lateral deformation indirectly generated by the eccentric distance. In addition, the deformation stage of the arch is basically the same as that of the eccentric compression column. The final failure mode of the arch is 4-hinge damage, and the final failure mode of the eccentric compression column is single-hinge damage. The preliminary geometric non-linear bending moment value obtained by the two modes accords well. Therefore, the main factors for the difference in the bearing mechanism between the two modes are different force structures, force transmission routes, and sources of deformation. Due to the difference in the bearing mechanism, the final failure mode is different, and the deformation ability of the arch is weakened by using the “rod mode” instead of the “arch mode.” The geometric non-linear bending moment of the control section calculated by the eccentricity increase coefficient is conservative, but the influence of the geometric non-linearity of other sections is not considered enough.

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Section: Introductionmentioning

confidence: 99%

Calculation model of concrete-filled steel tube arch bridges based on the “arch effect”

Wang

Zengwu

et al. 2023

Front. Mater.

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“…The first category focuses on improving the span diameter of arch bridges by optimizing the structural form [4][5][6]. For example, Xie et al [7] proposed a new bridge structural system known as the medium-bearing cable arch bridge; here, the main span and side spans of suspension bridges are set up in the arch rib and the main cables are anchored to the arch foot of the side arches, and the structural mechanical performance is improved by adjusting the yaw-to-span ratio.…”

Section: Introductionmentioning

confidence: 99%

A Study on the Ultimate Span of a Concrete-Filled Steel Tube Arch Bridge

Wu,

Wang,

Fan

et al. 2024

Buildings

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In order to study the ultimate span of a concrete-filled steel tube (CFST) arch bridge, taking the structural strength, stiffness, and stability as the limiting conditions, the finite element analysis method is adopted to carry out research on the influence law of a single parameter of the pipe diameter, wall thickness, and cross-section height on the ultimate span of the arch axial shape. The result is used as a sample point to determine the ultimate span of the CFST arch bridge under multifactor coupling based on the response surface method. The finite element method is used to check the strength, stiffness, stability, number of segments and maximum lifting weight, steel content rate, and steel pipe concrete constraint effect coefficient of the CFST arch bridge under the ultimate span diameter. The results show that, when analyzed using a single parameter, the ultimate span diameter of the CFST arch bridge increases with the increase in the steel pipe diameter and the cross-section height, and then decreases. Moreover, it increases with the increase in the wall thickness of the steel pipe, and the CFST arch bridge reaches the ultimate span with the increase in the steel pipe wall thickness. When the pipe diameter is 1.38 m, the CFST arch bridge reaches the ultimate span; according to a multi-parameter coupling analysis, when the pipe diameter is 1.49 m, wall thickness is 37 mm, and cross-section height is 17 m, the CFST arch bridge reaches the ultimate span of 821 m, which meets all of the limiting conditions, and, at this point, the arch axial coefficient is 1.2. The results of the finite element calculation show that the structural strength, prior to the stiffness, stability, and other limitations, just reaches the critical value of the limiting conditions.

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“…The third category of research investigates the influence of various factors on the stress-bearing performance of the main arch ring from the perspective of limit-bearing capacity [ 19 , 20 , 21 ]. For example, Liu et al [ 22 ] conducted a 1:16 scale experiment based on the Washiwo Bridge with a span of 95 m, studying the failure modes of catenary arches under the loading conditions of the arch crown and 1/4 span.…”

Section: Introductionmentioning

confidence: 99%

Evolution Law of Concrete Interface Stress of Rigid-Frame Arch under Construction and Its Impact on Ultimate Load-Bearing Capacity

Yong-hui

Luo

Zhou

et al. 2023

Sensors

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To study the evolution of stress on the ring and segment interfaces during the construction process of the concrete encapsulation of the main arch ring in a rigid-frame arch bridge, alongside its impact on the ultimate load-bearing capacity of the main arch ring, a 1:10 scale model experiment was conducted by taking the 600 m Tian’e Longtan Bridge as the prototype. The key cross-section concrete strain data were collected during the entire construction process of the main arch ring via fiber-optic strain sensors, which were used to investigate the stress evolution at ring and segment interfaces. ANSYS APDL was employed to simulate the ultimate bearing capacity under various loading conditions of two different finite element models, which were, respectively, formed segmentally and by single pouring. The results revealed that (1) after the closure of the concrete encapsulation of the main arch ring, the concrete stress in the cross-section exhibits significant stress disparities. At the same cross-section, the level of the web concrete stress can reach 76% of the floor concrete stress, while the roof concrete stress level is less than 20% of the floor concrete stress. (2) At the junction of two adjacent work planes, there are considerable differences in the stress levels of the concrete on both sides. After the closure of the main arch ring, the intersegment stress ratios of the floor, web, and roof concrete are 60~70%, 40~60%, and 0~5%, respectively. (3) Loading conditions remarkably affected the ultimate bearing capacity of the main arch ring. Under mid-span loading and 1/4 span symmetrical loading conditions, compared to single-pour concrete encapsulation, the ultimate bearing capacity of the main arch ring with concrete encapsulated by segmented and ring-divided pouring decreased by 19.16% and 5.23%, respectively, compared to single-pour concrete encapsulation. This suggests that the non-uniformity of stress distribution in the concrete sheath can lead to reductions in the ultimate bearing capacity of the arch ring.

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Linear elastic iteration technique for ultimate bearing capacity of circular CFST arches

Cited by 8 publications

References 25 publications

Calculation model of concrete-filled steel tube arch bridges based on the “arch effect”

Calculation model of concrete-filled steel tube arch bridges based on the “arch effect”

A Study on the Ultimate Span of a Concrete-Filled Steel Tube Arch Bridge

Evolution Law of Concrete Interface Stress of Rigid-Frame Arch under Construction and Its Impact on Ultimate Load-Bearing Capacity

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