基于对数动骨架考虑可逆孔压的有效应力本构研究

董青; 周正华; 苏杰; 李小军; 郝冰; 李远东

doi:10.11779/CJGE202012020

基于对数动骨架考虑可逆孔压的有效应力本构研究 English Version

董青^1,,
周正华¹,
苏杰¹,
李小军^2, ,,
郝冰¹,
李远东¹

1.
南京工业大学交通运输工程学院,江苏　南京　210009
2.
北京工业大学建筑工程学院,北京　100124

基金项目:

国家自然科学基金项目 U1839202

国家重点研发计划项目 2017YFC1500400

详细信息

作者简介:
董青(1992—),女,博士研究生,主要从事岩土力学研究。E-mail：2458810997@qq.com

通讯作者:
李小军, E-mail：beerli@vip.sina.com

中图分类号: TU43
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- PDF下载量: 109
出版历程
- 收稿日期: 2020-03-08
- 网络出版日期: 2022-12-05
- 刊出日期: 2020-11-30

Constitutive model for effective stress based on logarithmic skeleton curve considering reversible pore pressure

1.
College of Transportation Science & Engineering, Nanjing Tech University, Nanjing 210009, China
2.
College of Architecture and Civil Engineering, Beijing University of Technology, Beijing 100124, China

摘要

摘要: 在对含饱和砂土场地进行地震反应分析时,等效线性化方法难以模拟饱和砂土的孔压变化,且适用的有效应力本构也相对较少,相关本构的模拟结果亦缺乏与实际饱和砂土场地观测台阵地震动记录的对比验证。从一维饱和砂土场地时域非线性地震反应分析出发,基于对数动骨架曲线时域非线性土体动本构和陈龙伟孔压增长模型,并考虑可逆超静孔隙水压力,得到了可用于饱和砂土场地地震液化反应分析的时域非线性有效应力本构。这一本构能合理的模拟饱和砂土层在地震动作用下的孔压波动变化,以及孔压增长引起的土体软化现象,其孔压模拟结果更符合实际孔压发展过程。通过自行编制的一维土层地震反应分析程序Soilresp1D,实现了可液化场地动力反应分析。含饱和松砂场地地震反应分析本构数值模拟结果与基于丰万玲孔压增长模型的有效应力本构的时域分析结果和实际观测场地地震动记录对比表明,提出的基于对数动骨架曲线并考虑可逆超静孔隙水压力的有效应力本构是可行的且结果合理。此外,通过对含饱和砂土层场地地震反应分析,揭示了液化对场地地表加速度峰值和反应谱及饱和砂土层抗剪强度的影响特征。
- 对数骨架曲线 /
- 可逆孔压 /
- 有效应力 /
- 液化 /
- 应力-应变关系
Abstract: The equivalent linearization method which is often used for seismic response analysis is difficult to simulate the variation of the pore pressure of saturated sandy soil, and there are few constitutive models. Almost the existing constitutive models for effective stress have not been verified by the observed records of strong motion in actual liquefiable sites. A time-domain nonlinear constitutive model for effective stress which is used in the time-domain one-dimensional nonlinear seismic response analysis of liquefiable sites with saturated sand is obtained based on the logarithmic dynamic skeleton curve, Chen long-wei's hole pressure growth model and reversible overstatic pore water pressure. The constitutive model can reasonably simulate the variation of pore pressure of saturated sand layer under the action of strong motion and the softening characteristics of soils caused by the increase of pore pressure, and is also embedded in the program Soilresp1D to realize the dynamic response analysis of liquefiable soil layer sites. It can be seen from the comparison among the simulated results of liquefiable site with saturated sand by the proposed time-domain nonlinear constitutive model for effective stress of and those by Feng Wan-ling's pore pressure growth model and the strong ground motion records of the actual liquefiable sites that the constitutive model for effective stress based on the logarithmic dynamic skeleton curve and the reversible overstatic pore water pressure is feasible, and the numerical simulated results are reasonable. In addition, by the seismic response of the site with saturated sand layers, the effects of liquefaction on the peak and the response spectra of ground acceleration and shear strength of the saturated sand layers are analyzed, and the characteristics of influence are discussed.
- logarithmic skeleton curve /
- reversible pore pressure /
- effective stress /
- liquefaction /
- stress-strain relationship

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图 1 饱和砂土不排水循环三轴试验过程中孔压变化

Figure 1. Variation of pore pressure of saturated sand by undrained cyclic triaxial tests

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图 2 基于本文本构模拟试验模型中饱和砂土的动力反应

Figure 2. Stress-strain curves and simulated results of variation of pore pressure based on constitutive model for effective stress

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图 3 输入地震动时程和两种有效应力本构的场地地震反应

Figure 3. Time histories of input ground motion and seismic responses of two constitutive models for effective stress

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图 4 本文方法模拟液化与未液化饱和砂土层应力-应变关系曲线

Figure 4. Simulated results of stress-strain relationship curves between liquefied and unliquefied saturated sand

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图 5 实测基岩地震动加速度时程和场地剪切波速随深度的变化

Figure 5. Time histories of measured bedrock acceleration and variation of shear wave velocity with depth

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图 6 数值模拟结果与观测结果

Figure 6. Simulated and observed results

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表 1 场地计算模型参数

Table 1 Model parameters for site salulation

土类	深度/m	剪切波速/(m·s^-1)	密度/(t·m^-3)	$b / a$	$a_{1}$ /(10^-3)	$b_{1}$
黏土	6	120.0~142.2	1.95	1160	0.82	5.9
细砂	9	142.2~153.3	1.49	1934	2.24	5.2
黏土	30	153.3~231.0	1.95	1160	0.82	5.9
基岩	32	511.0	2.65

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表 2 场地计算模型参数

Table 2 Model parameters for site calculation

土类	层厚/m	深度/m	密度/(t·m^-3)	$b / a$	$a_{1}$ /(10^-3)	$b_{1}$
松细砂	26	26	1.92	1711	7.18	3.717
黏土	12	38	1.68	1527	3.73	4.331
松细砂	22	60	1.92	1051	8.36	4.245
中密砂	40	100	1.68	709	10.53	4.081
基岩	2		1.92

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