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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2023, Vol. 57 Issue (4): 824-832    DOI: 10.3785/j.issn.1008-973X.2023.04.020
    
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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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     
Received: 04 April 2022      Published: 21 April 2023
CLC:  TU 448  
Fund:  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）
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Mi ZHOU
Peng-fei FENG
Ping-jun LIU
Cite this article:

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.

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


非饱和黄土场地桩-土动力相互作用试验研究

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 
$ {\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
Tab.1 Material parameter of 6061 aluminum alloy
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
Tab.2 Similarity ratio of test model
Fig.1 Layout of centrifuge shaking table test model
Fig.2 Arrangement of test model sensor
$ \;\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
Tab.3 Physical indicators of test soil sample
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
Tab.4 Statistical table of test working conditions
Fig.3 Sine wave with amplitude of 15g and artificial seismic wave with amplitude of 20g
Fig.4 Soil damage figure of test model
Fig.5 Distribution of pile bending moment
Fig.6 Distribution of soil resistance of pile side
Fig.7 Distribution of pile displacement
Fig.8 Experimental dynamic p-y curve at 10 cm burial depth
Fig.9 Experimental dynamic p-y curve at 20 cm burial depth
Fig.10 Experimental dynamic p-y curve at 30 cm burial depth
Fig.11 Configuration of dynamic p-y element
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
Tab.5 Physical indexes of test soil samples and soil samples in literature [37]
Fig.12 Pile bending moment under sine wave with amplitude of 15g
Fig.13 Lateral displacement of pile under sine wave with amplitude of 15g
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