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学者姓名：李易
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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 . |
| MLA | Cheng, Xiaowei et al. "Shear behavior of reinforced concrete walls under variable axial tension-compression and cyclic lateral loads" . | EARTHQUAKE ENGINEERING & STRUCTURAL DYNAMICS (2024) . |
| 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 . |
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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 ：
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 ：
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 ：
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 ：
One static and four dynamic collapse experiments have been conducted on beam-column assemblies under a middle-column removal scenario to investigate the dynamic collapse responses. All the assemblies had identical configurations, materials, and boundary conditions. Numerical analyses were conducted for an in-depth comprehension of different behaviors of the assemblies under static and dynamic collapse scenarios. To ease the assessment of the dynamic collapse responses of the beam-column assemblies, a new assessment procedure was proposed based on the energy-method and was proved to be efficient and accurate by comparing with the experimental and numerical results. Research indicated that the dynamic collapse behaviors of the assemblies were influenced by two key factors, i.e., the dynamic stress distribution characteristics and the material strain rate effect. Under the dynamic collapse scenario, the structural resistance of the assemblies was impaired during the stage of compressive arch action (CAA) due to the dynamic stress distribution characteristics. Whereas the material strain rate effect could enhance the resistance in the stage of the catenary action (CA). Moreover, both factors contributed to increasing the largest deformation of the assemblies. The dynamic amplification factor (DAF) was also evaluated based on the proposed assessment procedure and the traditional one. At the critical deformations during the CAA and CA stages, the DAFs obtained through the proposed procedure were found to be greater than those determined by the traditional procedure in which the dynamic stress distribution characteristics and the material strain rate effect were both neglected. Further, the DAFs suitable for practical engineering design were also discussed.
Keyword ：
Numerical simulation Numerical simulation Dynamic collapse effects Dynamic collapse effects Reinforced concrete frame Reinforced concrete frame Progressive collapse Progressive collapse Dynamic amplification factor Dynamic amplification factor Dynamic test Dynamic test
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| GB/T 7714 | Zhao, Zidong , Liu, Yilin , Li, Yi et al. Experimental and numerical investigation of dynamic progressive collapse of reinforced concrete beam-column assemblies under a middle-column removal scenario [J]. | STRUCTURES , 2022 , 38 : 979-992 . |
| MLA | Zhao, Zidong et al. "Experimental and numerical investigation of dynamic progressive collapse of reinforced concrete beam-column assemblies under a middle-column removal scenario" . | STRUCTURES 38 (2022) : 979-992 . |
| APA | Zhao, Zidong , Liu, Yilin , Li, Yi , Guan, Hong , Yang, Zhi , Ren, Peiqi et al. Experimental and numerical investigation of dynamic progressive collapse of reinforced concrete beam-column assemblies under a middle-column removal scenario . | STRUCTURES , 2022 , 38 , 979-992 . |
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Abstract ：
Accurately considering the dynamic mechanical properties of rolled thin-walled steel plates (TWSPs) under low and medium strain rates is the basis of numerical simulations of W-beam guardrails subjected to vehicle impact. Uniaxial tensile tests were conducted on specimens extracted from different locations (flat TWSPs without cold rolling treatment, and the cross-sectional centers and slopes of rolled TWSPs) and under different strain rates (epsilon = 0.00025, 0.01, and 50 s(-1)). Based on experimental and numerical results, the cross-sectional center of a rolled TWSP is recommended as the representative sampling location for uniaxial tensile tests. Additional uniaxial tensile tests with wider strain rates of 10, 100, and 200 s(-1) were also conducted on specimens at the recommended sampling location (cross-sectional center) of rolled TWSPs. It was found that the Cowper-Symonds model with parameters of C = 40 s(-1) and p = 5 recommend by Symonds significantly overestimated the strain rate effects of the rolled TWSP material in the low and medium strain-rate region. The model with calibrated parameters of C = 4814 s(-1) and p = 2.9 was recommended for considering the influences of strain rate effects on the dynamic mechanical properties of rolled TWSP at low to medium strain rates.
Keyword ：
low and medium strain-rate region low and medium strain-rate region rolled thin-walled steel plate rolled thin-walled steel plate cold rolling treatment cold rolling treatment mechanical properties mechanical properties Cowper-Symonds model Cowper-Symonds model
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| GB/T 7714 | Liu, Fangfang , Cheng, Xiaowei , Li, Yi et al. Dynamic Mechanical Properties of Rolled Thin-Walled Steel Plates (TWSPs) Used for W-Beam Guardrails under Low and Medium Strain Rates [J]. | MATERIALS , 2022 , 15 (19) . |
| MLA | Liu, Fangfang et al. "Dynamic Mechanical Properties of Rolled Thin-Walled Steel Plates (TWSPs) Used for W-Beam Guardrails under Low and Medium Strain Rates" . | MATERIALS 15 . 19 (2022) . |
| APA | Liu, Fangfang , Cheng, Xiaowei , Li, Yi , Yang, Manjuan , Zhou, Yujing . Dynamic Mechanical Properties of Rolled Thin-Walled Steel Plates (TWSPs) Used for W-Beam Guardrails under Low and Medium Strain Rates . | MATERIALS , 2022 , 15 (19) . |
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Abstract ：
To investigate the pre-and post-punching failure performances of flat slab-column joints with drop panels and shear studs, static loading tests were conducted on three joint specimens sub-jected to in-plane restraints. The pre-and post-punching failure modes and load capacities of the joints were analysed. The tests identified successive punching failures at two critical regions (column perimeter and slab-drop panel interface) in all three joints. Compared with the specimen with a drop panel only, installing shear studs within the drop panels contributed to improving the punching shear strength. Although the post-punching capacity was not significantly improved, utilisation of shear studs effectively increased the ductility of the joints, rendering the punching failure around the column area more ductile. Punching shear strength validation against the international design codes reveals that they were conservative for the specimen with a drop panel only but overestimated for specimens with drop panels and shear studs.
Keyword ：
Slab-column joint Slab-column joint Drop panel Drop panel Pre- and post-punching failure modes Pre- and post-punching failure modes Shear stud Shear stud Pre- and post-punching strengths Pre- and post-punching strengths
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| GB/T 7714 | Jiao, Ziyang , Li, Yi , Guan, Hong et al. Pre- and post-punching failure performances of flat slab-column joints with drop panels and shear studs [J]. | ENGINEERING FAILURE ANALYSIS , 2022 , 140 . |
| MLA | Jiao, Ziyang et al. "Pre- and post-punching failure performances of flat slab-column joints with drop panels and shear studs" . | ENGINEERING FAILURE ANALYSIS 140 (2022) . |
| APA | Jiao, Ziyang , Li, Yi , Guan, Hong , Diao, Mengzhu , Yang, Zhi , Wang, Junkun et al. Pre- and post-punching failure performances of flat slab-column joints with drop panels and shear studs . | ENGINEERING FAILURE ANALYSIS , 2022 , 140 . |
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