Studies on flexible rockfall barriers for failure modes, mechanisms and design strategies: a case study of Western China

Yu, Zhixiang; Zhao, Lei; Liu, Yao‐Peng; Zhao, Shichun; Hu, Xu; Chan, Siu Lai

doi:10.1007/s10346-018-1093-y

Cited by 59 publications

(34 citation statements)

References 32 publications

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“…The performances of the commercial product is assessed through codified impact tests, and, consequently, the current design procedures rarely consider the impact point location, the shape of the block, and its kinematics during the impact [99][100][101]. As a consequence, the nominal capacity of the barrier might differ from the real one [102]. Furthermore, the effectiveness of a barrier can be compromised by errors in the positioning and the installation techniques [103].…”

Section: Risk Management and Conservation Assessment Of Protection Dementioning

confidence: 99%

Evaluating Rockfall Risk: Some Critical Aspects

et al. 2020

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Rockfalls evolve rapidly and unpredictably in mountain environments and can cause considerable losses to human societies, structures, economical activities, and also natural and historical heritage. Rockfall risk analyses are complex and multi-scale processes involving several disciplines and techniques. This complexity is due to the main features of rockfall phenomena, which are extremely variable over space and time. Today, a considerable number of methods exists for protecting land, as well as assessing and managing the risk level. These methodologies are often very different from each other, depending on the data required, the purposes of the analysis, and the reference scale adopted, i.e., the analysis level of detail. Nevertheless, several questions still remain open with reference to each phase of the hazard and risk process. This paper is devoted to a general overview of existing risk estimation methodologies and a critical analysis of some open questions with the aim of highlighting possible further research topics. A typical risk assessment framework is exemplified by analyzing a real case study. Each step of the process is treated at both the detailed and the large scale in order to highlight the main characteristics of each level of detail.

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Section: Risk Management and Conservation Assessment Of Protection Dementioning

confidence: 99%

Evaluating Rockfall Risk: Some Critical Aspects

et al. 2020

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“…Support rod Support rod Impact Previous studies [3,4,6] have shown that most of the braking times of the cushion layers are less than 100 ms, and most of the corresponding braking distances are less than 0.85 m; the orders-of-magnitude difference is better for both in comparison to a passive flexible barrier [21][22][23]. Although the buffer performance of a cushion layer will improve as the thickness of the layer increases, the weight of the cushion layer will also increase and adversely affect the working performance of the rock shed below.…”

Section: Rockfallmentioning

confidence: 99%

“…First, the buffering performance of flexible sheds needs to be improved. For example, Shi et al [18] full-scale test model can only resist the impact energy of 250 kJ that is far from the protection demand of thousands of kJ energy, such as the capacity of passive flexible barriers [20][21][22][23]. Individual buffer units are needed to significantly improve the system's buffering performance rather than relying solely on the large deformation of flexible nets.…”

Section: Introductionmentioning

confidence: 99%

Full‐Scale Impact Test and Numerical Simulation of a New‐Type Resilient Rock‐Shed Flexible Buffer Structure

Zhao

Guo

et al. 2019

Shock and Vibration

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Rock sheds have been widely used to protect against rockfall. Traditionally, a cushion layer is placed on the top of a rock shed to reduce the impact force and dissipate energy. However, heavy cushion layers lead to high dead loads and increased construction costs. This paper discusses the concept of an impact-resilient flexible buffer structure. On the basis of that concept, it also proposes a buffer structure mainly composed of springs, ring nets, spring rods, and support ropes, which can be used to replace the traditional cushion layer on a shed for rockfall protection. Full-scale impact tests were conducted to study the impact-resilient characteristic of the structure combined with numerical simulation. The dynamic responses of the buffer structure, including force, deformation, and energy dissipation, were analysed in depth. Finally, parametric numerical simulations of 33 models were conducted; the spring stiffness of these models ranged from 300 kN/m to 1500 kN/m; the impact energy ranged from 100 kJ to 2000 kJ. Moreover, simple approaches for estimating the impact force and braking distance of the buffer structure were proposed and verified using measured data obtained from the impact test.

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“…The lateral impact is one of the dynamic loads that cannot be ignored, which can cause serious damage and even the collapse of bridges and buildings [1,2]. Therefore, the impact resistance of structures has been studied by using several experiments and numerical simulations [3][4][5][6][7][8][9]. According to the impact load measured from lateral impact tests, the dynamic response process of a beam can usually be divided into three stages: the peak value stage, the platform stage, and the unloading stage [10].…”

Section: Introductionmentioning

confidence: 99%

Dynamic Response Analysis Method for the Peak Value Stage of Concrete-Filled Steel Tube Beams Under Lateral Impact

2019

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This paper proposes a dynamic response analysis method of concrete-filled steel tube (CFST) beams at the peak value stage under lateral impact load. Targeted calculation of the peak value stage, finite element analysis (FEA) was carried out to determine the calculation model suitable for the analysis of the peak value stage and the simplified trend curve of beam acceleration at the impact point. Then, an analysis method for calculating the dynamic response of a fixed-fixed supported CFST beam is proposed, which consists of the travelling hinge theorem and a prediction model of the simplified trend curve. The predicted simplified trend curve is applied to replace the motion constraint assumption of the impactor and beam in the travelling hinge model. In the meantime, the elastoplastic behaviour of the CFST beams is considered in the analysis process. Through the comparison of experimental results and analysis results, this analysis method can predict the time history curves of the acceleration and impact force of CFST beams reasonably.

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Studies on flexible rockfall barriers for failure modes, mechanisms and design strategies: a case study of Western China

Cited by 59 publications

References 32 publications

Evaluating Rockfall Risk: Some Critical Aspects

Evaluating Rockfall Risk: Some Critical Aspects

Full‐Scale Impact Test and Numerical Simulation of a New‐Type Resilient Rock‐Shed Flexible Buffer Structure

Dynamic Response Analysis Method for the Peak Value Stage of Concrete-Filled Steel Tube Beams Under Lateral Impact

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