变截面单桩基础桩周软土震陷特性及负摩阻力

张聪; 冯忠居; 彭建兵; 王富春; 王溪清; 李玉婷

doi:10.19818/j.cnki.1671-1637.2025.04.009

变截面单桩基础桩周软土震陷特性及负摩阻力

doi: 10.19818/j.cnki.1671-1637.2025.04.009

1.
长安大学公路学院，陕西西安 710064
2.
长安大学地质工程与测绘学院，陕西西安 710064
3.
宝鸡市政务服务中心，陕西宝鸡 721000

基金项目:

国家自然科学基金项目 52378322

陕西省科协青年人才托举计划 20250461

长安大学中央高校基本科研业务费专项资金 300102215110

福建省交通运输科技项目 202105

详细信息

作者简介:
张聪(1994-)，男，河南焦作人，长安大学讲师，工学博士，从事桥梁桩基础工程、岩土工程研究

通讯作者:
彭建兵(1953-)，男，湖北麻城人，长安大学教授，中国科学院院士，工学博士

中图分类号: U443.15
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- 文章访问数: 131
- HTML全文浏览量: 75
- PDF下载量: 18
- 被引次数: 0
出版历程
- 收稿日期: 2024-09-26
- 录用日期: 2025-04-30
- 修回日期: 2025-03-21
- 刊出日期: 2025-08-28

Seismic subsidence characteristics and negative frictional resistance of soft soil around variable cross-section single pile foundations

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
School of Geological Engineering and Geomatics, Chang'an University, Xi'an 710064, Shaanxi, China
3.
Baoji Administrative Service Center, Baoji 721000, Shaanxi, China

Funds:

National Natural Science Foundation of China 52378322

Shaanxi Association for Science and Technology Youth Talent Support Program 20250461

Fundamental Research Funds for the Central Universities, CHD 300102215110

Fujian Provincial Transportation Science and Technology Project 202105

More Information

Corresponding author: PENG Jian-bing (1953-), male, professor, academician of Chinese Academy of Sciences, PhD, dicexy_1@chd.edu.cn

Article Text (Baidu Translation)

摘要

摘要: 为探明地震作用下震陷场地变截面单桩动力响应及负摩阻力特性，以翔安大桥为工程背景，通过大型振动台物理模型试验，建立了变截面单桩-软土动力相互作用模型，开展了0.10g~0.45g 5010波作用下土层震陷特性、桩身加速度、桩顶水平位移及负摩阻力研究，提出了基于震动固结原理的土层震陷量计算公式以及综合考虑软土层厚度和地震动强度的负摩阻力计算公式。研究结果表明：软土震陷量随地震波强度增大而增大，地震波强度为0.45g时，软土震陷量高达0.48 cm；提出的基于震动固结原理的软土震陷量理论计算公式与试验结果一致性较好；变截面单桩基加速度均沿地震波传递方向逐渐增大，且均在桩顶处产生加速度放大效应；桩顶加速度放大系数均大于1，放大效应随加载地震动强度的增大而减小；相同强度地震波作用下，桩端加速度峰值出现时刻早于变截面与桩顶；变截面单桩的桩顶水平位移在地震波加载前期变化比较明显，后期振幅逐渐减弱；变截面单桩负摩阻力出现在软土层以下0~3倍大截面桩径范围内，且随着地震波强度的增大而逐渐增大。综上所述，地震作用下软土震陷场地变截面单桩易产生负摩阻力效应，在工程设计中可通过优化桩基截面设计，降低负摩阻力对桥梁桩基产生的不利影响。
- 桥梁工程 /
- 变截面单桩 /
- 振动台试验 /
- 震陷特性 /
- 负摩阻力
Abstract: To clarify the dynamic response and negative frictional resistance characteristics of variable cross-section single piles in seismic subsidence sites under earthquake action, physical model tests with a large-scale shaking table were carried out with Xiang'an Bridge as the engineering background, and a dynamic interaction model of variable cross-section single piles and soft soil was established. The seismic subsidence characteristics of soil layers, pile acceleration, horizontal displacement at the pile top, and negative frictional resistance under 0.10g-0.45g 5010 wave actions were researched. A calculation formula for seismic subsidence of soil layers based on the principle of vibration consolidation and a calculation formula for negative frictional resistance comprehensively considering soft soil thickness and seismic intensity were proposed. Analysis results indicate that the seismic subsidence amount of soft soil increases with the increase of seismic wave intensity, and when the seismic wave intensity is 0.45g, the seismic subsidence amount of soft soil reaches 0.48 cm. The theoretical calculation formula of soft soil seismic subsidence based on the principle of vibration consolidation agrees well with the test results. The acceleration of variable cross-section single pile foundation gradually increases along the direction of seismic wave propagation, and an acceleration amplification effect is produced at the pile top. The amplification factor of pile top acceleration is greater than 1, and the amplification effect decreases with the increase of seismic loading intensity. Under seismic waves of the same intensity, the peak acceleration at the pile end occurs earlier than that at the variable cross-section and pile top. The horizontal displacement at the pile top of the variable cross-section single pile changes significantly in the early stage of seismic wave loading, and the amplitude gradually decreases in the later stage. The negative frictional resistance of the variable cross-section single pile occurs within the range of 0-3 times the diameter of the large-section pile below the soft soil layer, and it gradually increases with the increase of seismic wave intensity. In summary, under earthquake action, variable cross-section single piles in soft soil seismic subsidence sites are prone to negative frictional resistance effects. In engineering design, optimizing the cross-section design of pile foundations can reduce the adverse effects of negative frictional resistance on bridge pile foundations.
- bridge engineering /
- variable cross-section single pile /
- shaking table test /
- seismic subsidence characteristic /
- negative frictional resistance

HTML全文

图 1 地层分布情况(单位：m)

Figure 1. Stratigraphic distribution (unit: m)

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图 2 模型桩制作

Figure 2. Model pile fabrication

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图 3 传感器布设(单位：cm)

Figure 3. Sensor layout (unit: cm)

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图 4 0.15g 5010波

Figure 4. 0.15g 5010 wave

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图 5 土层震陷量

Figure 5. Seismic subsidence of soil layer

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图 6 理论与试验结果对比

Figure 6. Comparison between theoretical and experimental results

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图 7 变截面单桩加速度响应

Figure 7. Acceleration response of variable cross-section single pile

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图 8 变截面单桩桩顶加速度及其放大系数

Figure 8. Acceleration at pile top of variable cross-section single pile and its amplification factor

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图 9 变截面处加速度时程响应

Figure 9. Time-history response of acceleration at variable cross-section

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图 10 变截面单桩桩顶水平位移时程

Figure 10. Time-history of horizontal displacement at pile top of variable cross-section single pile

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图 11 变截面单桩负摩阻力

Figure 11. Negative frictional resistance of variable cross-section single pile

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表 1 振动台参数

Table 1. Shaking table parameters

台面面积/m²	模型最大载重/t	频率/Hz	最大加速度幅值	最大位移幅值/mm
5×5	30	0.5~50.0	1g	80

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表 2 试验物理量相似常数

Table 2. Similarity constants of test physical quantities

分类		相似常数(模型/原型)
几何性状	几何尺寸	1/50
几何性状	线位移	1/50
荷载	加速度	1
荷载	重力加速度	1
材料特征	弹性模量	1/3.5
材料特征	应力	1/3.5

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表 3 模型桩参数

Table 3. Model pile parameters

桩身及承台材料	桩长/cm	桩径/mm	配筋率/%
微粒混凝土	90	50(上部)，43(下部)	2.4

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表 4 土体参数

Table 4. Soil parameters

材料		天然含水量/%	液限/%	密度/(kg·m^-3)	孔隙比	黏聚力/kPa	内摩擦角/(°)	渗透系数/(10^-7 cm·s^-1)
软土	模型	45.6	40.5	1 770	2.15	8.0	10	1.79
软土	原型	44.8	41.3	1 820	2.23	7.0	12	1.82
强风化花岗岩	模型	11.2		2 100		22.5	43
强风化花岗岩	原型	11.9		2 360		26.6	46
中风化花岗岩				2 580		90.0	50

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表 5 理论计算参数取值

Table 5. Theoretical calculation parameter values

地震动加速度峰值	软土层厚度/cm	软土层重度/(kN·m^-3)	压缩系数/MPa	孔隙比	渗透系数/(10^-7 cm·s^-1)
0.10g~0.45g	30	18	1	2.15	1.79

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