强震作用下群桩基础抗液化性能的振动台试验

冯忠居; 张聪; 何静斌; 刘闯; 董芸秀; 袁枫斌

doi:10.19818/j.cnki.1671-1637.2021.04.004

强震作用下群桩基础抗液化性能的振动台试验

doi: 10.19818/j.cnki.1671-1637.2021.04.004

冯忠居^1,,
张聪^1, ,,
何静斌²,
刘闯³,
董芸秀⁴,
袁枫斌⁵

1.
长安大学公路学院，陕西西安 710064
2.
中国电建集团西北勘测设计院有限公司工程实验监测院，陕西西安 710064
3.
海南省交通运输厅，海南海口 570204
4.
陇东学院土木工程学院，甘肃庆阳 745000
5.
中国公路工程咨询有限公司，北京 100097

基金项目:

国家自然科学基金项目 51708040

海南省交通科技项目 HNZXY2015-045R

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

通讯作者:
张聪(1994-)，男，河南焦作人，长安大学工学博士研究生

中图分类号: U443.15
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出版历程
- 收稿日期: 2021-02-03
- 刊出日期: 2021-08-25

Shaking table test of liquefaction resistance of group piles under strong earthquake

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
Engineering Experiment Monitoring Institute, Northwest Engineering Corporation Limited of Power China, Xi'an 710064, Shaanxi, China
3.
Hainan Province Transportation Hall, Haikou 570204, Hainan, China
4.
Longdong University, College of Civil Engineering, Qingyang 745000, Gansu, China
5.
China Highway Engineering Consultants Corporation, Beijing 100097, China

Funds:

National Natural Science Foundation of China 51708040

Hainan Transportation Technology Project HNZXY2015-045R

More Information

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

Corresponding author: ZHANG Cong(1994-), male, doctoral student, zhangcong@chd.edu.cn

Article Text (Baidu Translation)

摘要

摘要: 为研究强震作用下群桩基础抗液化性能优于单桩基础的具体表现形式，依托海南省海文大桥工程，采用振动台模型试验开展单桩、四桩、六桩基础处理液化地基的差异性研究，分析了3种不同工况下饱和粉细砂土层中孔压比、桩身加速度和弯矩时程响应差异及其三者相互关系。研究结果表明：0.35g地震动荷载作用下，3种工况均产生液化现象，饱和粉细砂土层深处的孔压比开始增长时刻及稳定时刻均滞后于浅层；六桩基础完全液化耗时比四桩基础延缓4.41~4.82 s，四桩基础完全液化耗时比单桩基础延缓4.00~4.42 s；随着桩数的增加，同一深度处饱和粉细砂土层中桩身最大加速度及其放大系数均逐渐减小，桩身最大加速度出现时刻逐渐滞后，且随着孔压比的增大，桩身加速度逐渐减小；六桩基础最大弯矩较四桩基础小25.95%~43.50%，四桩基础最大弯矩较单桩基础小28.80%~33.10%，单桩基础最大弯矩出现时刻比四桩基础早1.22~1.27 s，四桩基础较六桩基础提前0.66~0.72 s，且桩身弯矩随孔压比的增大逐渐衰减，说明液化前饱和粉细砂土层具有软化减震作用。可见，六桩基础抗液化性能优于四桩及单桩基础，在液化土层桩基础抗震设计中，可通过群桩基础形式提高其抗液化性能。
- 桥梁工程 /
- 强震作用 /
- 振动台试验 /
- 群桩基础 /
- 饱和粉细砂 /
- 抗液化性能
Abstract: To study the specific manifestation of the improved basic liquefaction resistance of group pile foundation in comparison with that of single-pile foundation under strong earthquake, considering the Haiwen Bridge Project in Hainan Province as an example, a shaking table model test was adopted to examine the differences in foundations comprising one, four, and six piles. The differences in the time-history responses of pore pressure ratio in saturated fine sand, pile acceleration, and bending moment under three different working conditions, and their relationships were analyzed. The results indicate that the liquefaction occurs under all three working conditions and a ground motion of 0.35g. The time when the pore pressure ratio begins to increase and that when the ratio becomes stable in the deep layers of saturated fine sand lag behind those in the shallower layers. The time required for the complete liquefaction of the foundation with six piles is 4.41-4.82 s longer than that for the foundation with four piles. The time required for the complete liquefaction of the foundation with four piles is 4.00-4.42 s longer than that for the single-pile foundation. With more piles, the maximum pile acceleration and its amplification factor in the saturated fine sand at the same depth decrease gradually, and the maximum pile acceleration gradually lags behind. In addition, as the pore pressure ratio increases, the pile acceleration decreases gradually. The maximum bending moment of the foundation with six piles is 25.95%-43.50% smaller than that of the foundation with four piles. Similarly, the maximum bending moment of the latter is 28.80%-33.10% smaller than that of the single-pile foundation. The maximum bending moment of the single-pile foundation appears 1.22-1.27 s earlier than that of the foundation with four piles, whereas that of the latter appears 0.66-0.72 s earlier than that of the foundation with six piles. Furthermore, the bending moment of pile gradually attenuates as the pore pressure ratio increases, indicating that the saturated fine sand provides softening and damping effects before liquefaction. In summary, the liquefaction resistance of the foundation with six piles is better than those of the foundations with four piles and one pile. Thus, in the antiseismic design of pile foundations for liquefaction-prone soil layers, the liquefaction resistance of foundations can be improved by using group pile foundations. 10 tabs, 12 figs, 32 refs.
- bridge engineering /
- strong earthquake action /
- shaking table test /
- group pile foundation /
- saturated fine sand /
- liquefaction resistance

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图 1 55^#桩基

Figure 1. Pile foundation 55^#

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图 2 叠层剪切式模型箱

Figure 2. Laminated shear model box

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图 3 模型桩

Figure 3. Model piles

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图 4 桩基自振频率

Figure 4. Natural frequencies of pile foundations

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图 5 试验用砂颗粒级配曲线

Figure 5. Particle size distribution curve of test sand

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图 6 地震波时程和频谱

Figure 6. Time history and spectrum of seismic wave

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图 7 测试元件布设

Figure 7. Layout of test elements

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图 8 粉细砂液化

Figure 8. Fine sand liquefaction

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图 9 孔压比时程曲线

Figure 9. Pore pressure ratio time history curves

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图 10 加速度时程曲线

Figure 10. Acceleration time history curves

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图 11 加速度放大系数

Figure 11. Acceleration amplification factors

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图 12 弯矩时程曲线

Figure 12. Bending moment time history curves

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表 1 振动台模型试验相似常数

Table 1. Similarity constants of shaking table model test

分类	物理量	量纲	相似常数
荷载	加速度a	LT^-2	1	1
	重力加速度g	LT^-2	1	1
	速度v	LT^-1	C_l^1/2	0.2
	时间t	T	C_l^1/2	0.2
几何形状	模型长度l	L	C_l	1/25
	线位移δ	L	C_l	1/25
	频率ω	T^-1	C_l^-1/2	5
材料特征	弹性模量E	FL^-2	1	1
	应力σ	FL^-2	1	1
	应变ε		1	1
	泊松比μ		1	1

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表 2 模型桩参数

Table 2. Model pile parameters

桩身材料	桩长/cm	桩径/cm	配筋率/%	弹性模量/MPa
C35混凝土	138	8	2.4	3.15×10⁴

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表 3 土体剪切波速

Table 3. Shear wave velocities of soils m·s^-1

名称		淤泥质黏土	饱和粉细砂	卵石土
剪切波速	原型	136	162	526
剪切波速	模型	138	177	539

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表 4 试验砂物理力学指标

Table 4. Physical and mechanical indexes of test sand

土层	土粒比重	含水率/%	孔隙比	压缩模量/MPa	黏聚力/ kPa	内摩擦角/(°)	饱和度/%
饱和粉细砂	2.68	42	0.97	3.84	3	14	100

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表 5 试验工况

Table 5. Test conditions

工况类型	桩基类别	加载波形	动峰值加速度/g	振动持时/s
工况1	单桩	自由波	0.35	40
工况2	四桩
工况3	六桩

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表 6 测试元件布设位置

Table 6. Layout positions of test elements

测试元件类型	加速度传感器	孔压传感器	应变片	位移传感器
埋设位置/cm	26、39、52	34、44	26、39、52	配重块顶部
数量/个	9	6	18	3

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表 7 加速度衰减时刻孔压比占稳定值的百分比

Table 7. Percentage of pore pressure ratios to their stable values when accelerations attenuating

土层深度/cm	桩型	加速度衰减时刻/s	加速度衰减时刻孔压比	加速度衰减时刻孔压比占稳定值的百分比/%
26	单桩	10.83	0.19	23.75
	四桩	13.94	0.13	16.25
	六桩	18.69	0.10	12.50
52	单桩	13.69	0.35	43.75
	四桩	17.35	0.30	37.50
	六桩	20.11	0.27	33.75

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表 8 加速度衰减时段占孔压比稳定时段的百分比

Table 8. Percentages of acceleration attenuation periods to stable periods of pore pressure ratios

土层深度/ cm	桩型	加速度衰减时刻/ s	孔压比开始增长时刻/ s	孔压比稳定时刻/ s	加速度衰减时段占孔压比稳定时段的百分比/%
26	单桩	10.83	9.13	21.45	86.20
	四桩	13.94	13.13	25.45	93.43
	六桩	18.69	18.02	30.27	94.53
52	单桩	13.69	10.01	22.43	70.37
	四桩	17.35	14.41	26.85	76.37
	六桩	20.11	19.01	31.26	91.02

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表 9 弯矩衰减时刻孔压比占稳定值的百分比

Table 9. Percentages of pore pressure ratios to their stable values when bending moment attenuating

土层深度/cm	桩型	弯矩衰减时刻/s	弯矩衰减时刻孔压比	衰减时刻孔压比占稳定值的百分比/%
26	单桩	11.16	0.16	20.00
	四桩	14.77	0.13	16.25
	六桩	19.18	0.09	11.25
52	单桩	11.87	0.28	35.00
	四桩	15.67	0.24	30.00
	六桩	20.04	0.20	25.00

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表 10 弯矩衰减时段占孔压比稳定时段的百分比

Table 10. Percentages of bending moment attenuation periods to stable periods of pore pressure ratios

土层深度/ cm	桩型	弯矩衰减时刻/s	孔压比开始增长时刻/s	孔压比稳定时刻/s	弯矩衰减时段占孔压比稳定时段的百分比/%
26	单桩	11.16	9.13	21.45	83.52
	四桩	14.77	13.13	25.45	86.69
	六桩	19.18	18.02	30.27	90.53
52	单桩	11.87	10.01	22.43	85.02
	四桩	15.67	14.41	26.85	89.87
	六桩	20.04	19.01	31.26	91.59

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