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学者姓名：李易
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Abstract ：
Reinforced concrete (RC) shear walls, as one of the most critical load-resisting components, are widely used in tall building structures. They are probably subjected not only to seismic loads but also to out-of-plane impact loads from vehicles, rockfalls, missiles, and other sources. While numerous studies have focused on the seismic performance of RC shear walls, research on their impact behavior, particularly their residual axial compression performance after impacting, remains limited. Based on this, this study investigates the dynamic response of RC shear walls under impact loads and their residual axial compressive capacity after impacting based on numerical analysis. First, a numerical model of RC shear walls under impact loads was developed using LS-DYNA software, and the validity of the numerical model was verified through comparison with experimental data. Then, this study further explored the effect of various parameters on the peak impact force, out-of-plane deflection, deformation modes and residual axial compressive capacity of the RC shear wall, including impact velocity, impact height, shear-to-span ratio, and shape of impactor. Numerical results indicated that the peak impact force and deflection increased linearly with impact velocity. Impact height (varying from 0.25H to 0.75H) and shearto-span ratio (varying from 1.0 to 2.0) had little effect on impact force but increased peak deflection by 295 % and 32 %, respectively. The shape of impactor significantly influenced the impact force, with larger contact area resulting in higher force. However, peak deflection remained similar for different impactors, 42.56 mm for the sphere, 38.17 mm for the cylinder, and 38.44 mm for the cuboid. The residual axial compressive capacity of postimpact RC shear walls was primarily influenced by the impact velocity and shape of impactor. Finally, empirical formulas were proposed to estimate the residual axial compressive capacity of RC shear walls. The findings of this study can provide a valuable reference for the impact collapse analysis of RC shear wall structures.
Keyword ：
Reinforced concrete (RC) shear wall Reinforced concrete (RC) shear wall Impact loads Impact loads Residual axial compressive force capacity Residual axial compressive force capacity Dynamic response Dynamic response
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| GB/T 7714 | Xu, Nuo , Cheng, Xiaowei , Li, Yi et al. Numerical studies on dynamic responses and residual axial compressive force capacity of RC shear walls subjected to impact loads [J]. | STRUCTURES , 2025 , 74 . |
| MLA | Xu, Nuo et al. "Numerical studies on dynamic responses and residual axial compressive force capacity of RC shear walls subjected to impact loads" . | STRUCTURES 74 (2025) . |
| APA | Xu, Nuo , Cheng, Xiaowei , Li, Yi , Zhou, Yujing , Liu, Fangfang . Numerical studies on dynamic responses and residual axial compressive force capacity of RC shear walls subjected to impact loads . | STRUCTURES , 2025 , 74 . |
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Abstract ：
Post-tensioned slab systems serve as an effective method to enhance the progressive collapse resistance of concrete flat plate structures by significantly improving the punching shear and post-punching capacities of their slab-column joints. While the existing research mainly focused on the punching shear behaviour of posttensioned slab-column joints in small deformation stages, the post-punching behaviour in large deformations has been overlooked. This study aims to fill this research gap thorough experimental and numerical studies. Experimentally, four slab-column joints, including three post-tensioned specimens (with varied prestressing levels) and one specimen without tendons, were designed and tested. Detailed failure process and load-resisting mechanisms of the specimens at different deformation stages were discussed. The test results confirmed the efficiency of post-tensioning in improving the punching shear performance. Varying prestressing levels have influenced the development of punching shear capacity but did not affect the growth rate of load resistance in the initial post-punching stage. Numerically, validated finite element models were used to predict the post-punching capacities of the specimens. The numerical results indicated that post-tensioning helped increase post-punching capacities, but such an enhancement was independent of the prestressing levels. Additionally, the influence of the rupture strains of both tendons and reinforcement on the post-punching capacity was investigated through a parametric study.
Keyword ：
Numerical simulation Numerical simulation Post -tensioned flat plate slab -column joint Post -tensioned flat plate slab -column joint Punching and post -punching failure mecha Punching and post -punching failure mecha nisms nisms Experimental test Experimental test Prestressing level Prestressing level
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| GB/T 7714 | Jiao, Ziyang , Li, Yi , Guan, Hong et al. Experimental and numerical investigation of punching and post-punching shear capacities of post-tensioned flat plate slab-column joints influenced by prestressing levels [J]. | ENGINEERING STRUCTURES , 2024 , 313 . |
| MLA | Jiao, Ziyang et al. "Experimental and numerical investigation of punching and post-punching shear capacities of post-tensioned flat plate slab-column joints influenced by prestressing levels" . | ENGINEERING STRUCTURES 313 (2024) . |
| APA | Jiao, Ziyang , Li, Yi , Guan, Hong , Diao, Mengzhu , Sun, Hailin , Zhao, Ziqi et al. Experimental and numerical investigation of punching and post-punching shear capacities of post-tensioned flat plate slab-column joints influenced by prestressing levels . | ENGINEERING STRUCTURES , 2024 , 313 . |
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Abstract ：
Under a strong earthquake, the axial force of shear walls in tall buildings may vary from compression to tension, but few studies have been conducted on this. Three low-aspect-ratio reinforced concrete (RC) wall specimens subjected to coupled variable axial tension-compression and lateral load were tested in this study, to investigate the effect of the fluctuating range of axial force and loading histories on the shear behavior of RC walls. The test results indicated that shear-compression failure occurred under the compressive-shear loading for all test wall specimens, and no obvious post-peak strength degradation in tension-shear loading. The hysteretic curves of test wall specimens were strongly affected by the loading histories; the shear strength and deformation capacity were mainly affected by the fluctuation of axial forces, especially for tension-shear strength. The equation of ACI 318-19 and JGJ 3-2010 conservatively predicted the shear strength of RC walls under the variable axial force, while the equation of ASCE/SEI 43-05 accurately predicted the shear strength with the mean values of the VTest/VASCE of 0.97 and 0.94 for compression-shear and tension-shear strength, respectively. Comparison with an RC wall under constant axial tension revealed that the failure modes of RC walls were strongly dependent on the initial cracking patterns. Finally, a finite element (FE) model was developed, and parametric analyses were carried out to further estimate the effect of variable axial force on the cyclic shear behavior of RC walls.
Keyword ：
low-aspect-ratio RC wall low-aspect-ratio RC wall variable tension-compression loads variable tension-compression loads finite element (FE) model finite element (FE) model cyclic shear behavior cyclic shear behavior
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| GB/T 7714 | Cheng, Xiaowei , Huang, Jiankang , Xu, Nuo et al. Shear behavior of reinforced concrete walls under variable axial tension-compression and cyclic lateral loads [J]. | EARTHQUAKE ENGINEERING & STRUCTURAL DYNAMICS , 2024 , 53 (15) : 4670-4687 . |
| MLA | Cheng, Xiaowei et al. "Shear behavior of reinforced concrete walls under variable axial tension-compression and cyclic lateral loads" . | EARTHQUAKE ENGINEERING & STRUCTURAL DYNAMICS 53 . 15 (2024) : 4670-4687 . |
| APA | Cheng, Xiaowei , Huang, Jiankang , Xu, Nuo , Li, Yi , Ji, Xiaodong , Du, Xiuli . Shear behavior of reinforced concrete walls under variable axial tension-compression and cyclic lateral loads . | EARTHQUAKE ENGINEERING & STRUCTURAL DYNAMICS , 2024 , 53 (15) , 4670-4687 . |
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Abstract ：
A series of dynamic progressive collapse tests using the uniformly distributed load (UDL) was conducted, to analyze the robustness of three precast concrete (PC) beam-column assemblies using dry connections of top-andseat angles (TSA-D), strengthened top-and-seat angles (STSA-D), and high-ductility reinforcement (DSTSA-D), under a middle column removal scenario. Finite element (FE) models were also developed to accurately simulate the collapse process. Based on the tests and FE models, comparative studies were conducted on dynamic and static collapse responses of the PC assemblies with identical configuration, loading regime, and boundary conditions. The results showed that: the horizontal reaction force developments were similar under dynamic and static collapse scenarios; under dynamic collapse scenarios, the initial stiffness of the PC assemblies increased due to the strain rate effect, while the peak vertical reaction forces under the compressive arch action (CAA) were smaller than those under static collapse scenarios, attributed to dynamic damage; under both dynamic and static collapse scenarios under UDL, the beam deformed in a downward convex curved shape, with local material deformation becoming more concentrated under dynamic collapse scenarios. An energy-based method for calculating dynamic collapse resistance was evaluated and revised: 1) the traditional method, which converts static responses from static analysis into dynamic responses was found to underestimate the resistance under small deformations due to neglecting the strain rate effect, and to overestimate ultimate resistance by ignoring dynamic damage; 2) by using dynamic vertical reaction forces instead, a more accurate prediction of the dynamic collapse resistance was achieved with a single dynamic collapse analysis. Additionally, dynamic amplification factors for the PC assemblies were calculated based on FE models and static test results providing basic knowledge in whole PC structural level research.
Keyword ：
Dynamic collapse resistance under uniformly Dynamic collapse resistance under uniformly Robustness under dynamic progressive collapse Robustness under dynamic progressive collapse distributed load distributed load Finite element models Finite element models Dynamic amplification factor Dynamic amplification factor Precast concrete beam-column assembly Precast concrete beam-column assembly Dynamic progressive collapse test Dynamic progressive collapse test
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| GB/T 7714 | Zhao, Zidong , Cheng, Xiaowei , Li, Yi et al. Robustness analysis of dynamic progressive collapse of precast concrete beam-column assemblies using dry connections under uniformly distributed load [J]. | ENGINEERING STRUCTURES , 2024 , 323 . |
| MLA | Zhao, Zidong et al. "Robustness analysis of dynamic progressive collapse of precast concrete beam-column assemblies using dry connections under uniformly distributed load" . | ENGINEERING STRUCTURES 323 (2024) . |
| APA | Zhao, Zidong , Cheng, Xiaowei , Li, Yi , Diao, Mengzhu , Liu, Yilin , Zhang, Weijing . Robustness analysis of dynamic progressive collapse of precast concrete beam-column assemblies using dry connections under uniformly distributed load . | ENGINEERING STRUCTURES , 2024 , 323 . |
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Abstract ：
In concrete flat plate slab-column joints with drop panels, successive punching shear failures often occur at the slab-drop panel interface and along the column perimeter. When such joints are subjected to combined bending -shear actions under an eccentric load, their punching and post-punching shear failure behaviours are further complicated which can significantly impact the progressive collapse behaviour of the structural system. An experimental study was conducted on six laterally-restrained slab-column joint specimens with drop panels. Different levels of load eccentricities and different drop panel thicknesses were considered. Two punching shear failure sections were also identified. For a thick drop panel, the first punching failure took place at the slab-drop panel interface, followed by the second punching shear failure occurring along the column perimeter. For a thin drop panel, on the other hand, punching shear failure only occurred at the column perimeter. The damage patterns, the reinforcement strains and the joint strengths before and after punching failure at two different sections were analysed. Numerical simulation was conducted to investigate the effects of load eccentricity on the inclination of the punching cone. Numerical results showed that the punching cone angles at the slab-drop panel interface and at the column perimeter are, on average, 11.6 degrees and 27.1 degrees, respectively. In addition, larger ec-centricity contributed to higher cross-sectional shear stresses on the eccentric loading side, leading to reduced punching shear strength and earlier damage. Furthermore, the experimental and numerical punching shear strengths were compared against the predictions of the Chinese, American and European design codes. Finally, a post-punching strength prediction method was proposed, and the predicted strengths deviated from the exper-imental results by-16% and 23%, for the thick and thin drop panels, respectively. In addition, the integrity reinforcement was also found to contribute at least 80% to the post-punching shear strength.
Keyword ：
Punching and post-punching shear failure Punching and post-punching shear failure Prediction method Prediction method In-plane constraint In-plane constraint Flat plate slab-column joint Flat plate slab-column joint Eccentric loading Eccentric loading Drop panel Drop panel Numerical simulation Numerical simulation Experiments Experiments
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| GB/T 7714 | Wang, Junkun , Li, Yi , Guan, Hong et al. Punching and post-punching shear failure behaviors of laterally-restrained and eccentrically loaded flat plate slab-column joints with drop panels [J]. | ENGINEERING STRUCTURES , 2023 , 279 . |
| MLA | Wang, Junkun et al. "Punching and post-punching shear failure behaviors of laterally-restrained and eccentrically loaded flat plate slab-column joints with drop panels" . | ENGINEERING STRUCTURES 279 (2023) . |
| APA | Wang, Junkun , Li, Yi , Guan, Hong , Yang, Youzhe , Diao, Mengzhu , Xu, Weibing et al. Punching and post-punching shear failure behaviors of laterally-restrained and eccentrically loaded flat plate slab-column joints with drop panels . | ENGINEERING STRUCTURES , 2023 , 279 . |
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Abstract ：
Majority of progressive collapse incidents of concrete flat plate structures were caused by slab overloading in the form of punching shear failure at a slab-column joint, which exhibit distinctive resistance mechanism from those triggered by column losses. Relevant studies on the slab overloading scenario are scarce. To fill this gap in research and to broaden the perspective on different collapse modes, an experimental test was conducted on a 1/ 3-scale 2 x 2-bay flat plate substructure specimen by applying an increased downward uniform load on the slab, until the structure was completely damaged following the initial punching shear failure at the interior slabcolumn joint and was unable to take any further load. In addition, the flexural capacity of the specimen was evaluated using the yield line theory, and an analytical model was also proposed to estimate the post-punching peak load of the specimen. Finally, the experimental results obtained from this study were compared to those of a similar test under an interior column removal scenario. Comparisons indicate that the specimen under the slab overloading scenario displays better collapse resistance than that under the column removal scenario. Nevertheless, the residual resistant capacity of the overloaded specimen may not be adequate enough to prevent the collapse of the entire structure after the initial punching failure.
Keyword ：
Progressive collapse Progressive collapse Load -resisting mechanism Load -resisting mechanism Overloading scenario Overloading scenario Experimental test Experimental test Analytical assessment Analytical assessment Flat plate structures Flat plate structures
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| GB/T 7714 | Yang, Zhi , Guo, Xuekang , Li, Yi et al. Progressive collapse mode induced by slab-column joint failure in RC flat plate substructures: A new perspective [J]. | ENGINEERING STRUCTURES , 2023 , 292 . |
| MLA | Yang, Zhi et al. "Progressive collapse mode induced by slab-column joint failure in RC flat plate substructures: A new perspective" . | ENGINEERING STRUCTURES 292 (2023) . |
| APA | Yang, Zhi , Guo, Xuekang , Li, Yi , Guan, Hong , Diao, Mengzhu , Wang, Junkun et al. Progressive collapse mode induced by slab-column joint failure in RC flat plate substructures: A new perspective . | ENGINEERING STRUCTURES , 2023 , 292 . |
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Abstract ：
To improve the seismic resiliency of precast concrete (PC) wall, a type of emulative PC wall with replaceable corner components (RCCs) was developed in this study. The damage of the PC wall was deliberately concentrated in the RCCs, which can be replaced after an earthquake. Four large-aspect-ratio specimens (including three PC walls with different tensile strength RCCs, and one monolithic cast-in-place reinforced concrete (RC) wall) were tested to investigate the seismic behavior of the PC wall, the replaceability of the RCCs, and comparability of the PC wall with the RC wall. Although flexural failure occurred for the three PC walls, the locations of damage were different. For PC walls with low and moderate tensile strength RCCs, the damage was successfully concentrated in RCCs, while for PC wall with high tensile strength RCCs, the damage was expanded from RCCs to the non-replaced part of the PC wall. When RCCs had approximately identical tensile strength to the boundary element of RC wall, the performance of the PC wall emulated that of the RC wall. The ultimate drift ratio of the PC walls ranged from 1.7% to 2.2% which is lower than that of 2.7% for the RC wall. The PC wall, before and after replacing RCCs, exhibited approximately identical lateral load, while slight lower initial stiffness. The vertical displacement profiles of wall bottom section were almost linear, and the yielding and peak strength of the PC walls could be reasonably estimated by assuming the wall bottom section remain plane after deformation.
Keyword ：
stiffness stiffness replaceable corner components replaceable corner components precast concrete wall precast concrete wall design method design method monolithic cast-in-place reinforced concrete wall monolithic cast-in-place reinforced concrete wall strength strength
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| GB/T 7714 | Cheng, Xiaowei , Dong, Xiaowei , Li, Yi et al. Experimental study of precast concrete walls with replaceable corner components [J]. | EARTHQUAKE ENGINEERING & STRUCTURAL DYNAMICS , 2023 , 52 (14) : 4352-4375 . |
| MLA | Cheng, Xiaowei et al. "Experimental study of precast concrete walls with replaceable corner components" . | EARTHQUAKE ENGINEERING & STRUCTURAL DYNAMICS 52 . 14 (2023) : 4352-4375 . |
| APA | Cheng, Xiaowei , Dong, Xiaowei , Li, Yi , Lu, Xinzheng , Du, Xiuli . Experimental study of precast concrete walls with replaceable corner components . | EARTHQUAKE ENGINEERING & STRUCTURAL DYNAMICS , 2023 , 52 (14) , 4352-4375 . |
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Abstract ：
该文提出了一种带可更换脚部件的装配式RC剪力墙，通过数值模拟分析了可更换脚部件承载力、可更换脚部件高度以及非更换区域内嵌加强钢板厚度对这种剪力墙抗震性能的影响，并与现浇RC墙进行了对比。结果表明：随着可更换脚部件承载力提高，装配式RC墙承载力越高；当可更换脚部件与现浇RC墙边缘构件的抗压承载力比nc=0.85或抗拉承载力之比nt=1.35时，带可更换脚部件装配式RC墙与现浇RC墙承载力、刚度和滞回特征基本接近。可更换脚部件高度对装配式RC墙压弯承载力、刚度和滞回特征影响不大。当可更换脚部件高度为墙截面高度的1/2时，墙体损伤主要集中在可更换区域，非更换区域损伤较小，实现了损伤可控。对于弯曲破坏控制的带可更换脚部件的装配式RC墙，非更换区域的加强钢板厚度对墙体抗震性能影响不大。为实现带可更换脚部件装配式RC墙与现浇RC墙性能等同，建议非更换区域按照装配式RC墙底截面与现浇RC墙底截面抗剪承载力相等原则设计。
Keyword ：
现浇RC墙 现浇RC墙 可更换脚部件 可更换脚部件 装配式RC墙 装配式RC墙 破坏模式 破坏模式 数值模拟 数值模拟 承载力 承载力
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| GB/T 7714 | 董晓微 , 程小卫 , 李易 et al. 带可更换脚部件装配式剪力墙压弯数值研究 [J]. | 工程力学 , 2023 , 40 (S) : 81-91 . |
| MLA | 董晓微 et al. "带可更换脚部件装配式剪力墙压弯数值研究" . | 工程力学 40 . S (2023) : 81-91 . |
| APA | 董晓微 , 程小卫 , 李易 , 杜修力 . 带可更换脚部件装配式剪力墙压弯数值研究 . | 工程力学 , 2023 , 40 (S) , 81-91 . |
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Abstract ：
This paper aims at assessing the impact of removing various numbers of perimeter columns on the integrity of RC flat plate substructures. Compared to interior columns, those at the corner and edge positions on the building perimeter are more likely to damage by accidental and abnormal loads, which in turn may cause progressive collapse of the entire structure. Given the uncertainty of the loading events, the likelihood of multiple perimeter columns being simultaneously destroyed is also high. However, existing research has primarily focused on the single column removal cases. To address this research limitation, a 3D high-fidelity finite element model of a flat plate substructure with a missing corner column (named Model C) was developed. The accuracy of the model was validated based on our previous experiment of the same substructure. The validated model was subsequently modified to cover two and multiple perimeter column removal scenarios. The two new models are namely, Model C_1e in which a corner column and an adjacent edge column were damaged and Model C_2e, with a corner column and two adjacent edge columns being removed. The simulation results reveal that flexural action was the primary load resisting mechanism in all three models. The load carrying capacity with three column removals was reduced by 75.6% compared to the removal of a single corner column. Full-depth cracks were found at the cut-off position of the top slab rebars for the columns adjacent to the removed one(s). In Model C and Model C_2e, cracks exhibited a diagonal axisymmetric failure pattern of the corner of the slab, with equal load transfer to two adjacent columns. In contrast, Model C_1e exhibited a diagonal non-axisymmetric failure pattern of the slab corner, with more loads being transferred to the adjacent column along the shorter bay. The energy-based dynamic response analyses were also performed to obtain the Dynamic Increase Factor (DIF) for the substructure models under different column removal scenarios. Based on the nonlinear regression analysis, the DIFs for the substructures with one and two column removals were found to be ranged between 1.22 and 1.51, and 1.28-1.68, respectively.
Keyword ：
Progressive collapse Progressive collapse Numerical simulation Numerical simulation Quasi-static test Quasi-static test Perimeter column removals Perimeter column removals Reinforced concrete flat plate Reinforced concrete flat plate
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| GB/T 7714 | Zhao, Ziqi , Guan, Hong , Li, Yi et al. Collapse-resistant mechanisms induced by various perimeter column damage scenarios in RC flat plate structures [J]. | STRUCTURES , 2023 , 59 . |
| MLA | Zhao, Ziqi et al. "Collapse-resistant mechanisms induced by various perimeter column damage scenarios in RC flat plate structures" . | STRUCTURES 59 (2023) . |
| APA | Zhao, Ziqi , Guan, Hong , Li, Yi , Xue, Huizhong , Gilbert, Benoit P. . Collapse-resistant mechanisms induced by various perimeter column damage scenarios in RC flat plate structures . | STRUCTURES , 2023 , 59 . |
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Abstract ：
Through quasi-static loading regimes, notable research efforts have been made in recent years towards understanding the structural behaviour and resistance mechanism of reinforced concrete (RC) flat plate structures against progressive collapse events. Nevertheless, dynamic responses, being an inherent nature of any progressive collapse, were unable to be adequately studied in these quasi-static studies. Moreover, fewer studies were performed on flat plate structures under dynamic loading conditions, especially their behaviours under large deformations, i.e., the post-punching stages. To fill this research gap, this paper presents three sequential dynamic tests performed on a 1/3-scaled 2 x 2-bay RC flat plate substructure specimen by instantaneously removing the interior column under three levels of additional gravity loads. In these tests, the substructure specimen was able to withstand the gravity loads up to 2.08 times the load capacities recommended by the DoD and GSA guidelines for nonlinear dynamic analyses. The dynamic responses of the specimen in the flexural, punching and post-punching stages were examined in detail. In addition, a high-fidelity finite element model was developed and validated by the experimental test results. The validated numerical model was subsequently used to quantify the dynamic load redistribution patterns, and the influences of two loading considerations (i.e., loading on the slab overhangs and load release time) on the dynamic responses were also investigated. Finally, the dynamic load increase effects were evaluated based on the analysis model results. The obtained load-based dynamic increase factors (DIFs) of the specimen under different gravity loads were between 1.11 and 1.46 in the pre-punching (flexural) stage, whereas they were no more than 1.06 in the post-punching stage.
Keyword ：
Dynamic response Dynamic response Flat plate structure Flat plate structure Punching shear Punching shear Progressive collapse Progressive collapse
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| GB/T 7714 | Yang, Zhi , Li, Yi , Guan, Hong et al. Dynamic response and collapse resistance of RC flat plate structures subjected to instantaneous removal of an interior column [J]. | ENGINEERING STRUCTURES , 2022 , 264 . |
| MLA | Yang, Zhi et al. "Dynamic response and collapse resistance of RC flat plate structures subjected to instantaneous removal of an interior column" . | ENGINEERING STRUCTURES 264 (2022) . |
| APA | Yang, Zhi , Li, Yi , Guan, Hong , Diao, Mengzhu , Gilbert, Benoit P. , Sun, Hailin et al. Dynamic response and collapse resistance of RC flat plate structures subjected to instantaneous removal of an interior column . | ENGINEERING STRUCTURES , 2022 , 264 . |
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