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学者姓名：许莉
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为探究高韧性水泥基复合材料(Engineered Cementitious Composite,ECC)合理配合比,减少配合比对ECC性能的不利影响从而改善ECC的工作表现,在保持聚乙烯纤维(PE纤维)体积掺量2%的基础上,以砂胶比、粉煤灰替代率和减水剂掺量为基本参数设置9组正交试验进行流动指标、抗压、抗拉性能以及极限应变测试,并对实验结果中的影响参数进行分析.试验分析结果表明,在满足试验强度设计要求前提下,当选择0.3、35%、0.003比例的砂胶比、粉煤灰替代率和减水剂掺量配合比时,所得到PE-ECC流动性能、抗压强度、抗拉强度以及极限应变最佳,相比基础配合比显著改善了ECC的工作表现.
Keyword ：
ECC ECC 正交试验 正交试验 聚乙烯纤维 聚乙烯纤维 配合比 配合比
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| GB/T 7714 | 杨明清 , 胡德津 , 许莉 et al. 高韧性水泥基复合材料配合比优化研究 [J]. | 城市道桥与防洪 , 2025 , (1) : 251-255 . |
| MLA | 杨明清 et al. "高韧性水泥基复合材料配合比优化研究" . | 城市道桥与防洪 1 (2025) : 251-255 . |
| APA | 杨明清 , 胡德津 , 许莉 , 林若鸣 , 李文勃 , 张广达 . 高韧性水泥基复合材料配合比优化研究 . | 城市道桥与防洪 , 2025 , (1) , 251-255 . |
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为研究形状记忆合金-铅芯橡胶支座(SMA-LRB)的减震与韧性效果,建立安装SMA-LRB和铅芯橡胶支座(LRB)的五跨桥梁三维有限元模型.基于设计反应谱选取15 条地震波,经等幅调节扩展至150 条地震动,采用动力增量分析(IDA)获取桥梁构件及系统易损性曲线.研究对比两种支座对桥梁抗震韧性的影响,并以震后短期恢复能力量化评估抗震韧性.结果表明,SMA-LRB支座可降低支座损伤概率,最高降幅达28.5%,提升构件抗震韧性6%、整体系统抗震韧性4%,验证了形状记忆合金(SMA)技术在提高桥梁抗震性能方面的有效性.
Keyword ：
形状记忆合金-铅芯橡胶复合支座 形状记忆合金-铅芯橡胶复合支座 抗震韧性 抗震韧性 易损性分析 易损性分析 简支梁桥 简支梁桥 震后恢复能力 震后恢复能力
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| GB/T 7714 | 林燕枝 , 陈宗燕 , 邹赐 et al. 形状记忆合金-铅芯橡胶支座对简支梁桥抗震韧性的影响 [J]. | 福州大学学报（自然科学版） , 2025 , 53 (2) : 201-209 . |
| MLA | 林燕枝 et al. "形状记忆合金-铅芯橡胶支座对简支梁桥抗震韧性的影响" . | 福州大学学报（自然科学版） 53 . 2 (2025) : 201-209 . |
| APA | 林燕枝 , 陈宗燕 , 邹赐 , 付青 , 许莉 . 形状记忆合金-铅芯橡胶支座对简支梁桥抗震韧性的影响 . | 福州大学学报（自然科学版） , 2025 , 53 (2) , 201-209 . |
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Concrete-filled steel tube possesses excellent mechanical properties and has been gaining increasing attention for its application in prefabricated pier-cap beam joints with socket connections. To comprehensively investigate the nonlinear force-displacement relationship of the prefabricated pier-cap beam joint with concrete-filled steel tube socket connection under cyclic loading, this paper first developed a mechanical analysis model for the joint. The deformation equation of the socket connection segment was derived based on Timoshenko beam theory, resulting in the establishment of the skeleton curve model for the joint. Additionally, the finite element model of the joint was developed to analyze the parameters and fit the unloading stiffness equation of the joint. The nonlinear hysteresis model of the joint was ultimately established by incorporating the hysteresis rule accounting for the pinching effect. The model accurately represented the joint's force-displacement relationship under cyclic loading, thereby providing theoretical support for the application of the joints in medium and high seismic regions.
Keyword ：
Nonlinear force-deformation relationship Nonlinear force-deformation relationship Prefabricated pier-cap beam joint Prefabricated pier-cap beam joint Seismic performance Seismic performance Socket connection Socket connection
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| GB/T 7714 | Zhu, Zhixin , Zhang, Guangda , Han, Qiang et al. Nonlinear hysteretic model of prefabricated pier-cap beam joint with CFST socket connection [J]. | ENGINEERING STRUCTURES , 2025 , 330 . |
| MLA | Zhu, Zhixin et al. "Nonlinear hysteretic model of prefabricated pier-cap beam joint with CFST socket connection" . | ENGINEERING STRUCTURES 330 (2025) . |
| APA | Zhu, Zhixin , Zhang, Guangda , Han, Qiang , Li, Zhipeng , Xu, Li , Du, Xiuli . Nonlinear hysteretic model of prefabricated pier-cap beam joint with CFST socket connection . | ENGINEERING STRUCTURES , 2025 , 330 . |
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The seismic behavior of deep-water bridges across faults is intricate, influenced by intense earthquake vibrations, fault dislocation, and the often-overlooked fluid-solid interaction between the pier and surrounding water during seismic events. In this study, three-dimensional finite element model of a fault-crossing deep-water suspension bridge is established, and the fluid-structure interaction between the bridge tower and water is simulated by using fluid element method. By employing an asymmetric method, the first 20 natural vibration characteristics of the bridge under different water depths are determined. The ground motions of three different magnitudes under a strike-slip fault are synthesized via utilizing a velocity pulse model. The influence of water depth on structural seismic responses is defined through fluid-solid coupling techniques. The results indicate that: (1) The presence of water reduces the natural vibration frequency of the suspension bridge. However, at the current maximum water depth, this effect is minimal on the natural vibration characteristics of the bridge; (2) Conversely, the fluid- solid coupling amplifies the seismic response of the suspension bridge's main tower, especially under full reservoir conditions, where the maximum influence rate can reach to 29%; and (3) The influence of fluid-solid coupling on the main girder displacement during ground motion is negligible. These insights offer crucial perspectives for engineering practices in the design and evaluation of deep-water suspension bridges under seismic events.
Keyword ：
Cross-fault deep-water suspension bridge Cross-fault deep-water suspension bridge Directional effect Directional effect Fluid element method Fluid element method Fluid-solid coupling Fluid-solid coupling Sliding effect Sliding effect Velocity pulse model Velocity pulse model
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| GB/T 7714 | Jia, Hongyu , Zhai, Yikun , Zheng, Jian et al. Seismic responses of fault-crossing suspension bridge: Insights into fluid-solid interactions [J]. | STRUCTURES , 2025 , 71 . |
| MLA | Jia, Hongyu et al. "Seismic responses of fault-crossing suspension bridge: Insights into fluid-solid interactions" . | STRUCTURES 71 (2025) . |
| APA | Jia, Hongyu , Zhai, Yikun , Zheng, Jian , Xu, Li , Zheng, Shixiong , Xu, Guoji . Seismic responses of fault-crossing suspension bridge: Insights into fluid-solid interactions . | STRUCTURES , 2025 , 71 . |
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Current seismic design codes worldwide mainly address mainshock defense, largely overlooking aftershock impacts on structural damage. Most studies on the seismic performance of bridge-track systems (BTS) consider only the effect of a single mainshock. To explore the damage mechanism of the BTS under aftershocks, a threedimensional finite element model of the BTS was established in OpenSEES. Taking site effects into account, a mainshock-aftershock sequence was synthesized using response spectrum method combined with a stochastic approach. A lateral input method was used to conduct nonlinear dynamic response analysis of the BTS under mainshock-aftershock sequences. The post-earthquake residual deformation of mainshock-aftershock sequences with different polarities was analyzed across four site conditions based on mainshock damage characteristics. The seismic response differences of aftershocks on structures across four types of sites were compared. Furthermore, different peak ratios were analyzed to reveal the BTS failure mechanism under mainshockaftershock sequences. The results show that class IV sites exhibit the highest seismic response under mainshock conditions, with damage primarily located in bearings and sliding layer. When considering site effects, aftershocks of the same polarity as the mainshock cause more severe damage to the BTS, and class II sites are more sensitive to aftershocks, with residual deformation increasing by up to 196.1 % after the earthquake. When peak ratio exceeds 4, the damage extent from aftershocks to some components can be neglected. The peak displacement of the mainshock significantly affects the damage from aftershocks. Conclusions drawn can be applied in the actual seismic design and also can provide the in-depth insight into the damage analysis and failure mechanism of high-speed railway bridge-track systems.
Keyword ：
Bridge-track system Bridge-track system Damage analysis Damage analysis High-speed railway High-speed railway Mainshock-aftershock sequence Mainshock-aftershock sequence Site conditions Site conditions
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| GB/T 7714 | Zhai, Yikun , Jia, Hongyu , Xu, Li et al. Damage analysis and failure mechanism of high-speed railway bridge-track system considering site conditions under mainshock-aftershock sequences [J]. | ENGINEERING STRUCTURES , 2025 , 334 . |
| MLA | Zhai, Yikun et al. "Damage analysis and failure mechanism of high-speed railway bridge-track system considering site conditions under mainshock-aftershock sequences" . | ENGINEERING STRUCTURES 334 (2025) . |
| APA | Zhai, Yikun , Jia, Hongyu , Xu, Li , Zeng, QingZhan , Zhao, Canhui , Zheng, Shixiong . Damage analysis and failure mechanism of high-speed railway bridge-track system considering site conditions under mainshock-aftershock sequences . | ENGINEERING STRUCTURES , 2025 , 334 . |
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Amidst the rise of regional military conflicts and terrorist activities, explosive attacks have emerged as a significant threat to critical structures, including high-rise buildings and bridges. This study adopts four explosion loads from authoritative counter-terrorism sources and uses LS-DYNA to perform numerical simulations of explosive events. The accuracy of the numerical simulations is initially validated against field test results. The numerical analysis examines various explosion locations, typical explosive sources, and the design of steel jacket reinforcement. It analyzes the impact of explosive loading on the horizontal displacement and acceleration response of double-column piers under bridge-forming conditions and examines the effectiveness of steel jacket reinforcement in mitigating the effects of explosive loading and enhancing protection mechanisms. Additionally, a parametric study is conducted to explore the influence of steel pipe thickness and coverage rate on the explosive response. The findings reveal that as the explosion location shifts from the outer to the inner side of the double-column pier, the response and damage to the more distant columns become increasingly severe. The application of 20 mm steel pipe protection significantly reduces plastic deformation caused by explosions, as the steel pipes help absorb the explosive energy. While increasing steel pipe thickness yields only marginal improvements in blast resistance, reducing the steel pipe coverage rate significantly enhances protective performance and mitigates additional concrete damage from lateral thrust.
Keyword ：
Blast resistance Blast resistance CFST column CFST column Double-column pier Double-column pier Numerical simulation Numerical simulation Simply-supported beam bridge Simply-supported beam bridge
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| GB/T 7714 | Jia, Hongyu , Wei, Hongchao , Li, Jun et al. Blast resistance of steel jacket reinforced double-column bridge pier [J]. | ENGINEERING STRUCTURES , 2025 , 329 . |
| MLA | Jia, Hongyu et al. "Blast resistance of steel jacket reinforced double-column bridge pier" . | ENGINEERING STRUCTURES 329 (2025) . |
| APA | Jia, Hongyu , Wei, Hongchao , Li, Jun , Cui, Shengai , Xu, Li , Zheng, Shixiong . Blast resistance of steel jacket reinforced double-column bridge pier . | ENGINEERING STRUCTURES , 2025 , 329 . |
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The traditional reinforced concrete canopy using cast-in-place (CIP) technology, is associated with problems such as long construction period, high environmental pollution, and low construction quality. Prefabricated assembly technology, due to its modern and highly industrialized characteristics, provides a promising solution to address the mentioned challenges. In this study, an innovative Ultra High-Performance concrete (UHPC)-filled grouted corrugated duct connection (UGCDC) approach was introduced for prefabricated canopy beam-column joints, considering the structural characteristics of the canopy. To evaluate the seismic behavior of canopy beam-column joints utilizing the UGCDC method, three comprehensive full-scale quasi-static experiments were conducted. Meanwhile, relevant seismic behavior indexes were extracted from the hysteresis curve, and the seismic performance of canopy joints was assessed by analyzing the effects of different research parameters on seismic behavior indicators. In addition, based on the OpenSees platform, a fiber finite element model (FEM) was established that incorporated the bond-slip behavior at the UGCDC joint. The research results indicated that the seismic behavior of canopy beam-column joints using UGCDC is basically consistent with that of CIP joints, and setting a shear key in UGCDC joints can improve ductility by 22.4 %. In terms of bearing capacity, there is not much difference among the three specimens, but in terms of initial stiffness, the specimen using UGCDC and shear key and the specimen using UGCDC have increased by 6.0 % and 9.6 % compared to CIP specimen, respectively. The developed FEM can predict the hysteresis characteristic of canopy joints using UGCDC. UGCDC method is a reliable connection form for canopy beam-column connection joint, which is suitable for medium to high intensity earthquake areas. Finally, a seismic performance assessment method of prefabricated canopy beam-column joints using UGCDC was proposed.
Keyword ：
Beam-column joints Beam-column joints connection connection Prefabricated canopy Prefabricated canopy Seismic performance Seismic performance Simplified fiber model Simplified fiber model UHPC-Filled grouted corrugated ducts UHPC-Filled grouted corrugated ducts
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| GB/T 7714 | Su, Sibo , Zhang, Guangda , Han, Qiang et al. Quasi-static tests of full-scale precast canopy beam-column joints with UHPC-filled grouted corrugated ducts connection [J]. | JOURNAL OF BUILDING ENGINEERING , 2024 , 96 . |
| MLA | Su, Sibo et al. "Quasi-static tests of full-scale precast canopy beam-column joints with UHPC-filled grouted corrugated ducts connection" . | JOURNAL OF BUILDING ENGINEERING 96 (2024) . |
| APA | Su, Sibo , Zhang, Guangda , Han, Qiang , Xu, Li , Zhou, Daxing , Du, Xiuli . Quasi-static tests of full-scale precast canopy beam-column joints with UHPC-filled grouted corrugated ducts connection . | JOURNAL OF BUILDING ENGINEERING , 2024 , 96 . |
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为克服大跨度斜拉桥黏滞阻尼器优化设计效率低、多个相互制约的减震控制目标的问题难以权衡,基于遗传算法的"变异"方法,提出了改进多目标粒子群算法来进行阻尼器参数优化设计.建立大跨度斜拉桥的有限元模型,开展了全桥地震响应分析,根据抗震需求在桥梁纵向设置黏滞阻尼器;分别建立了塔底弯矩、阻尼力和梁端位移的减震响应与阻尼器参数之间的响应面数学模型;以减震响应面模型为研究对象,通过该算法进行阻尼器参数全局自动寻优分析,确定了阻尼器的最优参数,并与采用参数敏感性分析方法确定的一组阻尼参数进行对比分析.研究结果表明:该优化方法具有计算精度好、优化效率高和更好地权衡多个相互制约的减震控制目标的优点;通过优化算法获得的阻尼器参数组合相比采用参数敏感性分析方法获得的阻尼参数组合的减震响应,塔底弯矩增大1.73%,阻尼力减小5.97%,梁端位移减小1.66%;在无需多次有限元试算的基础上确定了更高精度的阻尼器优化参数组合,在提高减震效果的同时大大提升了计算效率.
Keyword ：
响应面法 响应面法 多目标优化 多目标优化 改进粒子群算法 改进粒子群算法 斜拉桥 斜拉桥 桥梁工程 桥梁工程 黏滞阻尼器 黏滞阻尼器
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| GB/T 7714 | 许莉 , 李煜民 , 丁自豪 et al. 采用改进多目标粒子群算法的斜拉桥阻尼器参数优化 [J]. | 振动工程学报 , 2024 , 37 (6) : 1006-1014 . |
| MLA | 许莉 et al. "采用改进多目标粒子群算法的斜拉桥阻尼器参数优化" . | 振动工程学报 37 . 6 (2024) : 1006-1014 . |
| APA | 许莉 , 李煜民 , 丁自豪 , 刘耿耿 , 刘康 , 贾宏宇 . 采用改进多目标粒子群算法的斜拉桥阻尼器参数优化 . | 振动工程学报 , 2024 , 37 (6) , 1006-1014 . |
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Localized soil subsidence can cause pipeline failures, yet relevant studies remain limited. This research uses 1 g scaling tests to explore granular soil behavior over a subsiding area with a crossing pipeline, employing Particle Image Velocimetry (PIV) and pressure sensors beneath trapdoors. Results reveal various failure mechanisms impacting load on pipelines, especially due to water-drop-shaped slip surfaces above the pipeline. The long side of the rectangular subsidence zone exhibited stronger load transfer compared to the short side. Neglecting the three-dimensional soil arching effect risks underestimating the pipeline load, particularly when the pipeline axis aligns with the long side of the subsidence. Greater distances between the subsidence zone and pipeline improve protection, though very close proximity can also be beneficial. The study suggests that inducing controlled soil failure above the pipeline may help reduce additional load, providing insights into mitigating pipeline damage from subsidence.
Keyword ：
3D soil arching 3D soil arching Localized soil subsidence Localized soil subsidence Particle Image Velocimetry Particle Image Velocimetry Pipelines protection strategy Pipelines protection strategy Soil-pipe interaction Soil-pipe interaction
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| GB/T 7714 | Lai, Dao-Liang , Xu, Li , Chen, Fu-Quan et al. Soil-Pipeline interaction under localized soil Subsidence: Experimental Investigation [J]. | MEASUREMENT , 2024 , 242 . |
| MLA | Lai, Dao-Liang et al. "Soil-Pipeline interaction under localized soil Subsidence: Experimental Investigation" . | MEASUREMENT 242 (2024) . |
| APA | Lai, Dao-Liang , Xu, Li , Chen, Fu-Quan , Chen, Hao-Biao . Soil-Pipeline interaction under localized soil Subsidence: Experimental Investigation . | MEASUREMENT , 2024 , 242 . |
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为解决组合箱梁横向裂缝对结构安全的潜在影响,利用ABAQUS程序建立钢-工程水泥基复合材料(Engineered Cementitious Composite,简称ECC)组合箱梁的数值模型,揭示钢-ECC组合箱梁在受力过程中剪力滞的变化,并分析剪力滞效应的影响因素.研究结果显示,随着荷载增大,钢-ECC组合箱梁的剪力滞效应逐渐加剧,但当ECC翼缘板应变达到极限状态时,剪力滞效应开始趋于稳定.通过适当降低翼缘板的宽度与厚度,或增大箱梁腹板的高度,可以有效减轻钢-ECC组合箱梁的剪力滞效应.相较于两点对称荷载,集中荷载会导致更大的剪力滞效应.
Keyword ：
剪力滞效应 剪力滞效应 结构工程 结构工程 钢-ECC组合箱梁 钢-ECC组合箱梁
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| GB/T 7714 | 陈婕妤 , 许莉 , 杨明清 et al. 考虑剪力滞效应的钢-ECC组合箱梁数值分析 [J]. | 水利与建筑工程学报 , 2024 , 22 (3) : 204-209 . |
| MLA | 陈婕妤 et al. "考虑剪力滞效应的钢-ECC组合箱梁数值分析" . | 水利与建筑工程学报 22 . 3 (2024) : 204-209 . |
| APA | 陈婕妤 , 许莉 , 杨明清 , 张广达 , 侯思远 . 考虑剪力滞效应的钢-ECC组合箱梁数值分析 . | 水利与建筑工程学报 , 2024 , 22 (3) , 204-209 . |
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