郑灿,尚文昌,嵩贺兴,等.水平变向循环荷载作用下嵌岩桩承载特性研究[J].河南理工大学学报(自然科学版)，doi:10.16186/j.cnki.1673-9787.2026020003.

ZHENG C, SHANG W C, SONG H X, et al． Study on the bearing behavior of rock-socketed piles under horizontal multidirectional cyclic loading[J]. Journal of Henan Polytechnic University( Natural Science) ， doi: 10.16186/j.cnki.1673-9787.2026020003.

水平变向循环荷载作用下嵌岩桩承载特性研究(网络首发)

郑灿1，尚文昌2，嵩贺兴1，刘俊伟2,3，赖怀远1，胡誉焜2，齐光宇2，张英宇2，代邢可2,4

1.中国能源建设集团 广东省电力设计研究院有限公司，广东 广州510670；2.青岛理工大学 土木工程学院，山东 青岛266000；3. 青岛市港口智能建造与运维重点实验室，山东 青岛266520；4.上海市政工程设计研究总院（集团）有限公司，上海  200092

摘要: 目的 为了掌握大同煤矿集团有限责任公司塔山煤矿特厚煤层综放工作面变宽煤柱段巷道掘进期间围岩变形破坏特征, 方法 基于自主研发的水平循环加载试验装置，开展0°、45°、90°、135°四组不同加载方向的循环加载现场试验，研究变向循环荷载下嵌岩单桩水平承载特性。结果 试验结果表明：桩身水平位移随埋深（嵌岩深度）的增加呈下降趋势，变向水平循环加载使桩周岩体受到不同方向的水平循环压力，桩周岩体出现塑性变形，且塑性变形随水平加载方向及循环加载次数的变化逐渐达到稳定状态；桩身弯矩增大主要集中在前15次循环加载，1 000次循环加载后，桩身弯矩不再增加，桩侧风化层岩体对试验桩的嵌固作用主要集中在嵌岩深度0~1.5 m；桩周岩石抗力峰值位于埋深（嵌岩深度）0.5 m处，且不随循环加载次数发生变化，随着循环加载次数增加，桩周岩石抗力逐渐趋于稳定；0°、45°、90°水平循环加载p-y曲线近似呈线性，135°水平循环加载p-y曲线为非线性，循环加载次数超15次后，桩周反力开始下降，桩-岩界面刚度降低。桩-岩界面刚度随变向加载呈现显著的路径依赖性，变向水平循环荷载作用下，嵌岩桩的桩-岩界面会经历反复剪切滑移，各方向产生的损伤区域产生累积与叠加效应，桩周岩石影响范围呈螺旋式向四周扩张，加剧了挤压破碎，导致桩-岩界面刚度大幅衰减。结论 变向循环水平荷载会使嵌岩桩的水平承载机制呈现明显的路径依赖特征，其受力模式随加载路径推进而持续演化，浅层强风化岩体对承载性能起主导控制作用。多方向循环作用将加剧桩-岩体系等效刚度退化并促使p-y响应向非线性状态发展，后期岩体破坏成为限制嵌岩桩水平承载能力的关键因素。

关键词:变向水平循环荷载；嵌岩桩；桩周岩石抗力；p-y曲线

doi: 10.16186/j.cnki.1673-9787.2026020003

基金项目:国家自然科学基金资助项目（42277135）

收稿日期：2026-02-02

修回日期：2026-03-30

网络首发日期：2026-04-28

Study on the bearing behavior of rock-socketed piles under horizontal multidirectional cyclic loading (Online)

ZHENG Can1, SHANG Wenchang2, SONG Hexing1, LIU Junwei2,3, LAI Huaiyuan1,

HU Yukun2,QI Guangyu2, ZHANG Yingyu2, DAI Xingke2,4

1.Guangdong Electric Power Design Institute Co., Ltd., China Energy Engineering Group， Guangzhou 510670, Guangdong, China;  2. School of Civil Engineering, Qingdao University of Technology, Qingdao 266000，Shandong，China;  3. Qingdao Key Laboratory of Intelligent Port Construction and Operation and Maintenance, Qingdao 266520，Shandong，China； 4. Shanghai Municipal Engineering Design Institute (group) Co, Ltd, Shanghai 200092, China

Abstract:  Objectives For near-shore and offshore structures, the pile foundations are subjected not only to upper vertical loads but also to horizontal cyclic loads such as wind, waves, and currents during their service life. In response to the unclear horizontal bearing mechanism of rock-socketed single piles under different load paths, a self-developed horizontal cyclic loading test apparatus was used to conduct on-site cyclic loading tests in four loading orientations: 0°, 45°, 90°, and 135°. The study investigated the horizontal bearing characteristics of rock-socketed single piles under variable-direction cyclic loading. Methods To address the lack of clarity regarding the horizontal bearing mechanism of rock-socketed monopiles under different load paths, field tests involving cyclic horizontal loading in four directions (0°, 45°, 90°, and 135°) were conducted using a self-developed horizontal cyclic loading test apparatus. The study investigated the horizontal bearing characteristics of rock-socketed monopiles under multidirectional cyclic loading. Results The test results indicate that the horizontal displacement of the pile decreases with increasing embedded depth (rock-socketed depth). Variable-direction horizontal cyclic loading subjects the surrounding rock mass to cyclic pressures from different directions, leading to plastic deformation in the rock around the pile. This plastic deformation gradually stabilizes with changes in the horizontal loading direction and the number of cyclic loading cycles. The increase in bending moment of the pile is mainly concentrated within the first 15 loading cycles. After 1 000 cycles, the bending moment no longer increases. The restraining effect of the weathered rock layer on the test pile is primarily observed within the rock-socketed depth range of 0-1.5 m. The peak rock resistance around the pile occurs at an embedded depth of 0.5 m and remains unchanged with the number of loading cycles. As the number of cycles increases, the rock resistance gradually stabilizes. The p-y curves for horizontal cyclic loading at 0°, 45°, and 90° are approximately linear, while the curve for 135° loading is nonlinear. After more than 15 loading cycles, the reaction force around the pile begins to decrease, and the stiffness of the pile-rock interface declines. The stiffness of the pile-rock interface exhibits significant path dependency under variable-direction loading. Under such loading conditions, the pile-rock interface undergoes repeated shear slip, and the damage zones generated in different directions accumulate and superimpose. The influence zone of the surrounding rock expands spirally outward, intensifying compression and fragmentation, leading to a significant reduction in the stiffness of the pile-rock interface. Conclusions Multidirectional cyclic horizontal loads cause the horizontal bearing mechanism of rock-socketed piles to exhibit distinct path-dependent characteristics, with the stress patterns continuously evolving as the loading path progresses. The shallow strongly weathered rock mass plays a dominant role in controlling the bearing performance. Multi-directional cyclic loading exacerbates the degradation of the equivalent stiffness of the pile-rock system and drives the p-y response toward a nonlinear state. In later stages, rock mass failure becomes the key factor limiting the horizontal bearing capacity of rock-socketed piles.

Key words: multidirectional horizontal cyclic load; rock-socketed pile; rock resistance; p-y curve