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浙江大学学报(工学版)
浙江大学学报(工学版)  2023, Vol. 57 Issue (4): 824-832    DOI: 10.3785/j.issn.1008-973X.2023.04.020
交通工程、土木工程     
非饱和黄土场地桩-土动力相互作用试验研究
周敉1(),冯鹏飞1,刘平均2
1. 长安大学 旧桥检测与加固技术交通行业重点实验室，陕西 西安 710064
2. 中电建路桥集团有限公司，北京 100160
Experimental study on pile-soil dynamic interaction in unsaturated loess site
Mi ZHOU1(),Peng-fei FENG1,Ping-jun LIU2
1. Key Laboratory for Old Bridge Detection and Reinforcement Technology of the Ministry of Transportation, Chang'an University, Xi'an 710064, China
2. China Power Construction Road and Bridge Group Limited Company, Beijing 100160, China
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摘要：

为了研究非饱和黄土场地桩-土动力相互作用，利用土工离心机振动台进行桩-土动力模型试验. 获得桩身弯矩、桩侧土抗力、桩-土相对位移及动力p-y曲线，分析加速度幅值、桩基埋深对动力p-y曲线的影响. 基于非线性文克尔地基梁模型，建立考虑远场阻尼效应、桩-土间隙效应的非线性动力p-y单元，通过有限元分析结果和该试验记录对动力p-y单元的有效性进行验证. 结果表明，随着加速度幅值的增加，桩-土体系的耗能增强，土体刚度逐渐退化；桩侧土抗力与桩-土相对位移之间存在滞后性；采用建立的动力p-y单元，能够相对真实地模拟非饱和黄土场地的桩-土动力响应.
关键词： 非饱和黄土场地;  桩-土动力相互作用;  离心机振动台试验;  动力p-y曲线;  动力p-y单元    
Abstract:

The pile-soil dynamic model test was conducted by using a geotechnical centrifuge shaking table in order to analyze the pile-soil dynamic interaction in unsaturated loess site. The bending moment along the pile shaft, lateral soil resistance along the pile shaft, pile-soil relative displacement and dynamic p-y curves were obtained. The effects of acceleration amplitude and pile embedment depth on the dynamic p-y curve were analyzed. A nonlinear dynamic p-y element considering the damping effect of far-field and the pile-soil gap effect was established based on the nonlinear Winkler foundation beam model. The effectiveness of the dynamic p-y element was validated by the finite element analysis results and the records of this test. Results show that the energy dissipation of the pile-soil system enhances while the soil stiffness gradually degrades with the increase of acceleration amplitude. A hysteresis exists between the lateral soil resistance of pile shaft and the relative pile-soil displacement. The pile-soil dynamic response in unsaturated loess site can be simulated in a relatively genuine way with the established dynamic p-y element.
Key words: unsaturated loess site    pile-soil dynamic interaction    centrifuge shaking table test    dynamic p-y curve    dynamic p-y element
收稿日期: 2022-04-04 出版日期: 2023-04-21
CLC:  TU 448  
基金资助: 国家重点研发计划资助项目（2021YFB1600300）；国家自然科学基金资助项目（51978062）；陕西省自然科学基础研究计划项目-联合基金资助项目（2021JLM-47）；长安大学中央高校基本科研业务费专项资金资助项目（300102212209）
作者简介: 周敉（1977—），男，教授，从事桥梁工程的抗震研究. orcid.org/0000-0002-2254-2711. E-mail： zhoumi@chd.edu.cn
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周敉
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引用本文:

周敉,冯鹏飞,刘平均. 非饱和黄土场地桩-土动力相互作用试验研究[J]. 浙江大学学报(工学版), 2023, 57(4): 824-832.

Mi ZHOU,Peng-fei FENG,Ping-jun LIU. Experimental study on pile-soil dynamic interaction in unsaturated loess site. Journal of ZheJiang University (Engineering Science), 2023, 57(4): 824-832.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2023.04.020    或    https://www.zjujournals.com/eng/CN/Y2023/V57/I4/824

$ {\sigma _{\text{s}}} $/MPa $ {\sigma _{\text{b}}} $/MPa $ E $/MPa $ \;\mu $ $ {\rho _{\text{a}}} $/ (kg·cm?3)
110 205 67 689 0.33 2.75
表 1  6061铝合金的材料参数
物理量 $ [L] $， $ [a] $， $ [E] $量纲系统 相似常数 原型物理量/
模型物理量
长度 $ L $ $ [L] $ ${C_{\text{l}}}$ 50
加速度 $ a $ $ [a] $ ${C_{\text{a}}}$ 0.02
弹性模量 $ E $ $ [E] $ ${C_{\text{E}}}$ 0.44
质量 $ M $ $ [E]{[L]^2}{[a]^{ - 1}} $ $ {C_{\text{m}}} = {C_{\text{E}}}C_{\text{l}}^2/{C_{\text{a}}} $ 55 000
时间 $ T $ ${[L]^{1/2}}{[a]^{-1/2 } }$ $ {C_{\text{t}}} = {({C_{\text{l}}}/{C_{\text{a}}})^{1/2}} $ 50
应力 $ \sigma $ $ [E] $ $ {C_{\text{σ }}} = {C_{\text{E}}} $ 0.44
应变 $ \varepsilon $ $ [\sigma ]{[E]^{ - 1}} $ $ {C_{{\varepsilon }}} = {C_{\text{σ }}}C_{\text{E}}^{ - 1} $ 1
密度 $ \rho $ $ [E]{[L]^{ - 1}}{[a]^{ - 1}} $ $ {C_{\text{ρ }}} = {C_{\text{E}}}{({C_{\text{l}}}{C_{\text{a}}})^{ - 1}} $ 0.44
面积 $ S $ $ {[L]^2} $ $ {C_{\text{s}}} = C_{\text{l}}^2 $ 2 500
体积 $ V $ $ {[L]^3} $ $ {C_{\text{V}}} = C_{\text{l}}^3 $ 125 000
抗弯刚度 $ EI $ $ [E]{[L]^4} $ $ {C_{{\text{EI}}}} = {C_{\text{E}}}C_{\text{l}}^4 $ 2 750 000
频率 $ f $ $ {[L]^{ - 1/2}}{[a]^{1/2}} $ $ {C_{\text{f}}} = {({C_{\text{a}}}/{C_{\text{l}}})^{1/2}} $ 0.02
位移 $ \delta $ $ [L] $ $ {C_\delta } = {C_{\text{l}}} $ 50
速度 $ v $ $ {[L]^{1/2}}{[a]^{1/2}} $ $ {C_{\text{v}}} = {({C_{\text{a}}}{C_{\text{l}}})^{1/2}} $ 1
冲量 $ I $ $ [E]{[L]^{5/2}}{[a]^{ - 1/2}} $ ${C_{\text{I} } } = {C_{\text{E} } }C_{\text{l} }^{5/2}/{{C} }_{\text{a} }^{ {\text{1/2} } }$ 55 000
表 2  试验模型的相似比
图 1  离心机振动台试验模型的布置图
图 2  试验模型传感器的布置
$ \;\rho $/(g·cm?3) $ w $/% $ \;{\rho _{\text{d}}} $/(g·cm?3) $ {w_{\text{L}}} $/% $ {w_{\text{P}}} $/% $ {I_{\text{P}}} $
1.51 8.90 1.39 30.00 18.80 11.20
表 3  试验土样的物理指标
工况 激振方向 波形 amax
1 水平/垂直 白噪声 0.5g
2 水平单向 正弦波 3g
3 水平单向 正弦波 6g
4 水平单向 正弦波 9g
5 水平单向 正弦波 12g
6 水平单向 正弦波 15g
7 水平单向 安评波 15g
8 水平单向 安评波 20g
表 4  试验工况的统计表
图 3  幅值为15g的正弦波和幅值为20g的人工地震波
图 4  试验模型的土体破坏图
图 5  桩身弯矩的分布图
图 6  桩侧土抗力的分布图
图 7  桩身位移的分布图
图 8  当埋深为10 cm时的试验动力p-y曲线
图 9  当埋深为20 cm时的试验动力p-y曲线
图 10  当埋深为30 cm时的试验动力p-y曲线
图 11  动力p-y单元的结构布置
地区 z/m $ \;\rho $/(g·cm?3) $ w $/% $ {\rho _{\text{d}}} $/(g·cm?3) $ {I_{\text{P}}} $
背景桥场地 6.00 1.51 8.90 1.39 11.20
陕西某地区 5.10 1.67 18.4 1.38 10.80
表 5  试验土样与文献[37]中土体的物理指标
图 12  幅值为15g的正弦波作用下的桩身弯矩
图 13  幅值为15g的正弦波作用下的桩身侧向位移
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