震陷场地大直径变截面群桩基础抗震性能

冯忠居; 徐博熙; 董建松; 张聪; 刘旭照; 赖德金

doi:10.19818/j.cnki.1671-1637.2024.06.005

震陷场地大直径变截面群桩基础抗震性能

doi: 10.19818/j.cnki.1671-1637.2024.06.005

1.
长安大学公路学院，陕西西安 710064
2.
福建省交通建设质量安全中心，福建福州 350001
3.
厦门路桥工程投资发展有限公司，福建厦门 361016

基金项目:

国家自然科学基金项目 4190070568

福建省交通运输科技项目 JXFZ2020-XM0189

详细信息

作者简介:
冯忠居(1965-)，男，山西万荣人，长安大学教授，工学博士，从事桥梁桩基与岩土工程研究

中图分类号: U443.15
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- 被引次数: 0
出版历程
- 收稿日期: 2024-07-13
- 刊出日期: 2024-12-25

Seismic performance of large-diameter and variable cross-section pile group foundation in earthquake-induced subsidence sites

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
Fujian Traffic Construction Quality and Safety Center, Fuzhou 350001, Fujian, China
3.
Xiamen Road and Bridge Engineering Investment Development Co., Ltd., Xiamen 361016, Fujian, China

Funds:

National Natural Science Foundation of China 4190070568

Fujian Provincial Transportation Science and Technology Project JXFZ2020-XM0189

More Information

Author Bio:
FENG Zhong-ju(1965-), male, professor, PhD, ysf@gl.chd.edu.cn

摘要

摘要: 采用振动台模型试验，选取不同地震动强度的人工合成5010波，研究了不同地震动强度对群桩基础抗震性能的影响，对比了不同地震动强度下单桩与群桩基础桩顶水平位移、桩身弯矩、桩基损伤等动力响应差异。研究结果表明：在不同地震动强度下，由于群桩基础比单桩基础结构更加稳定，受地震波扰动小，群桩基础桩顶水平位移峰值均显著小于单桩，差值随地震动强度的增大而增大，最大为1.15 mm，并且群桩基础桩顶水平位移峰值出现时刻晚于单桩；群桩基础弯矩沿桩身变化与单桩相同，均是先增大后减小，由于土层震陷导致淤泥质土层与非淤泥质土层力学特性差异更明显，在淤泥质土层分界面处达到峰值；不同地震动强度下群桩基础桩身弯矩峰值均小于单桩基础，差值最大为13.02 kN·m，且桩身弯矩峰值出现时刻均晚于单桩基础，可见，不同地震动强度下群桩基础与单桩基础动力响应差异明显；群桩和单桩基础产生损伤时所能承受的地震动强度分别为0.35g和0.30g，群桩与单桩基础基频降幅分别为27.23%和33.46%，说明震陷场地对群桩基础基频影响较小，群桩基础能承受更大强度的地震动而不至于损伤。综上所述，震陷场地下群桩基础抗震性能较单桩更好，在工程实际中可以考虑通过群桩效应，合理设计桩型来提高桩基础抗震性能。
- 桥梁工程 /
- 大直径变截面桩基础 /
- 振动台试验 /
- 震陷 /
- 群桩效应 /
- 桩基损伤
Abstract: The model test on shaking table was used to select synthetic 5010 waves with different ground motion intensities. The effect of different ground motion intensities on the seismic performance of pile group foundation was studied. The differences in dynamic responses of horizontal displacement of pile top, bending moment of pile body, and pile foundation damage between single pile and pile group foundations under different ground motion intensities were compared. Research results indicate that under different ground motion intensities, pile group foundation is more stable than single pile foundation and less disturbed by seismic waves. The peak horizontal displacement of pile top of pile group foundation is significantly smaller than that of single pile, and the difference increases with the increase in ground motion intensity, with a maximum of 1.15 mm. Moreover, the peak horizontal displacement of pile top of pile group foundation occurs later than that of single pile. The bending moment change of pile group foundation along the pile body is the same as that of single pile, which increases first and then decreases. The difference in mechanical properties between silty soil layer and non-silty soil layer is more obvious due to earthquake-induced subsidence, so the peak value reaches at the interface of silty soil layer. The peak bending moments of pile body of pile group foundation under different ground motion intensities are smaller than those of single pile foundation, and the maximum difference is 13.02 kN·m. The peak bending moment of pile body of pile group foundation occurs later than that of single pile foundation. It can be concluded that there is a significant difference in the dynamic response between pile group foundation and single pile foundation under different ground motion intensities. The ground motion intensity that pile group foundation can withstand when damage occurs 0.35g, while that for single pile is 0.30g. The fundamental frequency drop of pile group foundation is 27.23%, while that of single pile is 33.46%. It indicates that earthquake-induced subsidence site has less influence on the fundamental frequency of pile group foundation, and pile group foundation can withstand greater ground motion intensity without damage. In summary, the seismic performance of pile group foundation is better than that of single pile in earthquake-induced subsidence sites. In engineering practice, the seismic performance of pile foundation can be improved by considering pile group effect and reasonable design of pile type.
- bridge engineering /
- large-diameter and variable cross-section pile foundation /
- shaking table test /
- earthquake-induced subsidence /
- pile group effect /
- pile foundation damage

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图 1 H04群桩基础示意

Figure 1. Schematic of H04 pile group foundation

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图 2 模型箱

Figure 2. Model box

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图 3 土的累积曲线

Figure 3. Cumulative curve of soil

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图 4 基岩混凝土抗压强度测试值

Figure 4. Test values of compressive strength of bedrock concrete

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图 5 单桩、群桩位置示意

Figure 5. Schematic of single pile and pile goup locations

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图 6 单桩、群桩基频

Figure 6. Fundamental frequencies of single pile and group pile

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图 7 模型桩制作流程

Figure 7. Production flow of model pile

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图 8 测试传感器布设

Figure 8. Layout of test sensors

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图 9 5010地震波波形

Figure 9. 5010 seismic waveform

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图 10 不同强度下桩顶最大水平位移

Figure 10. Maximum horizontal displacements of pile top under different strengths

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图 11 桩顶水平位移时程曲线

Figure 11. Time history curves of horizontal displacement of pile top

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图 12 不同地震动强度下桩身弯矩曲线

Figure 12. Pile body bending moment curves under different ground vibration intensities

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图 13 不同地震动强度下桩身弯矩最大值

Figure 13. Maximum bending moments of pile body under different ground vibration intensities

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图 14 桩身弯矩时程曲线

Figure 14. Time history curves of pile body bending moment

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图 15 单桩基础傅里叶谱

Figure 15. Fourier spectra of single pile foundation

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图 16 群桩基础傅里叶谱

Figure 16. Fourier spectra of pile group foundation

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图 17 单桩与群桩基础基频

Figure 17. Fundamental frequencies of single pile and pile group foundations

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图 18 单桩与群桩基础破坏

Figure 18. Single pile and group pile foundation damages

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表 1 振动台技术参数

Table 1. Technical parameters of shaking table

性能	参数
台面尺寸/mm	5 000×5 000
振动模式	正弦，随机(地震动)
频率范围/Hz	0.5~50.0
最大加速度幅值	满载：水平向为1.0g，竖向为0.7g
最大位移幅值	水平向为±80 mm，竖向为±50 mm

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表 2 模型土的物理力学指标

Table 2. Pysical and mechanical indexes of model soil

土的种类	天然含水量/%	密度/(g·cm^-3)	黏聚力/kPa	内摩擦角/(°)	孔压比
淤泥质土	45.6	1.77	8.0	10	2.15
强风化花岗岩	11.2	2.56	22.5	43

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表 3 土体相似关系

Table 3. Similarity relation of soil

物理量	相似常数
弹性模量/(N·m^-2)	1/3.5
应力/(N·m^-2)	1/3.5
应变	1
泊松比	1
密度/(kg·m^-3)	1

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表 4 模型桩参数

Table 4. Model pile parameters

模型桩	承台			桩长/cm	桩径/cm		配筋率/%
模型桩	长/cm	宽/cm	高/cm	桩长/cm	上部	下部	配筋率/%
单桩	11.0	11.0	10.2	90	5.0	4.3	2.4
群桩	23.1	23.1	10.2	90	5.0	4.3	2.4

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