To investigate the time-history response of large-diameter variable-section single pile subjected to different seismic waves in scouring sites, vibration table tests were conducted to examine the time-history characteristics of pore pressure ratio in the pile foundation soil layer, pile body acceleration, horizontal displacement at pile top, and bending moment in the pile body. Results indicate that as scour depth increases from 0 cm to 12 cm, the onset time of pore pressure ratio growth exhibits a pre-effect. Acceleration along the pile shaft shows a non-linear, increasing distribution from pile base to pile top, peaking at the pile top. The acceleration response of the pile-soil system is influenced by seismic waveform, soil type, and pile foundation stiffness. During the initial phase of seismic motion, pile-head horizontal displacement increased gradually. It surged sharply once accumulated vibrational energy exceeded the elastic confinement limit of the surrounding soil, subsequently stabilising as energy dissipated. Under- 引用格式:冯忠居,于明威,张聪,等.冲刷场地地震波形对大直径变截面单桩时程响应的影响［J］.河北大学学报(自然科学版),2026,46(4):337-348.引用格式:冯忠居,于明威,张聪,等.冲刷场地地震波形对大直径变截面单桩时程响应的影响［J］.河北大学学报(自然科学版),2026,46(4):337-348.DOI:10.3969/j.issn.1000-1565.2026.04.001冲刷场地地震波形对大直径变截面单桩时程响应的影响冯忠居1,于明威1,张聪1,金熙宾2,王溪清1,王富春1(1.长安大学 公路学院,陕西 西安 710064;2.中国铁路西安局集团有限公司 西安高铁基础设施段,陕西 西安 710054)摘 要:为探究冲刷场地在不同地震波作用下大直径变截面单桩的时程响应特性,通过振动台模型试验,研究了桩基础饱和砂土层孔压比、桩身加速度、桩顶水平位移及桩身弯矩的时程响应规律. 结果表明:随着冲刷深度由0 cm增加至12 cm,孔压比开始增长的时间表现出前置效应.桩身加速度沿纵向表现为由桩底向桩顶呈非线性递增分布,在桩顶处最大,桩-土体系的加速度响应受地震波形、土体类型及桩基刚度的影响. 地震动初期,桩顶水平位移增长缓慢,当振动能量累积至超出桩周土的弹性约束极限后急剧增大,之后随能量衰减逐渐趋于稳定. 在不同地震波作用下,各冲刷深度的桩身弯矩均随时间先增大后减小,并逐渐趋于稳定. 桩身弯矩峰值出现在饱和砂土层与强风化花岗岩层的交界面,变截面处的弯矩因截面刚度突变出现显著变化. 因此,大直径变截面单桩基础的抗震设计需重点强化土层分界面及变截面的抗弯性能. 关键词:桥梁工程;冲刷场地;振动台模型试验;单桩基础;时程响应中图分类号:U443.15 文献标志码:A 文章编号:1000-1565(2026)04-0337-12DOI:10.3969/j.issn.1000-1565.2026.04.001Influence of scour site seismic waveforms on the time-course response of large-diameter variable-section single pileFENG Zhongju1, YU Mingwei1, ZHANG Cong1, JIN Xibin2, WANG Xiqing1, WANG Fuchun1(1.School of Highway, Changan University, Xian 710064,China; 2.Xian High-Speed Rail Infrastructure Section,China Railway Xian Bureau Group Co., Ltd., Xian 710054,China)Abstract: To investigate the time-history response of large-diameter variable-section single pile subjected to different seismic waves in scouring sites, vibration table tests were conducted to examine the time-history characteristics of pore pressure ratio in the pile foundation soil layer, pile body acceleration, horizontal displacement at pile top, and bending moment in the pile body. Results indicate that as scour depth increases from 0 cm to 12 cm, the onset time of pore pressure ratio growth exhibits a pre-effect. Acceleration along the pile shaft shows a non-linear, increasing distribution from pile base to pile top, peaking at the pile top. The acceleration response of the pile-soil system is influenced by seismic waveform, soil type, and pile foundation stiffness. During the initial phase of seismic motion, pile-head horizontal displacement increased gradually. It surged sharply once accumulated vibrational energy exceeded the elastic confinement limit of the surrounding soil, subsequently stabilising as energy dissipated. Under- 收稿日期:2025-08-21;修回日期:2026-03-13 基金项目:国家自然科学基金项目(52378322);陕西省科学技术协会青年人才托举计划项目(20250461);福建省交通科技攻关项目(202105);中央高校基本科研业务费专项资金项目(300102215110) 第一作者:冯忠居(1965—),男,长安大学教授,博士生导师,主要从事公路岩土工程方向研究. E-mail:ysf@gl.chd.edu.cn 通信作者:张聪(1994—),男,长安大学讲师,博士,主要从事桥梁深基础工程方向研究. E-mail:chdzc@chd.edu.cn 第4期冯忠居等:冲刷场地地震波形对大直径变截面单桩时程响应的影响河北大学学报(自然科学版) 第46卷different seismic wave actions, pile-body bending moments at various scour depths initially increased, then decreased over time before stabilising. The peak bending moment occurs at the interface between saturated sand and strongly weathered granite. At variable cross-sections, bending moments exhibit significant variations due to abrupt changes in sectional stiffness. Consequently, seismic design for large-diameter variable-section single pile foundations must prioritise enhancing the flexural capacity at soil interface zones and variable cross-sections.
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