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浙江大学学报(工学版)
浙江大学学报(工学版)  2022, Vol. 56 Issue (7): 1353-1362, 1403    DOI: 10.3785/j.issn.1008-973X.2022.07.011
土木工程、水利工程、交通工程     
EPS改良膨胀土孔隙特征与滞回曲线形态
庄心善(),周睦凯,周荣,陶高梁
湖北工业大学 土木建筑与环境学院，湖北 武汉 430068
Pore characteristics and hysteresis curve morphology of expansive soil improved by EPS
Xin-shan ZHUANG(),Mu-kai ZHOU,Rong ZHOU,Gao-liang TAO
School of Civil Engineering, Architecture and Environment, Hubei University of Technology, Wuhan 430068, China
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摘要：

利用GDS动三轴仪和核磁共振（NMR）分析仪，探究不同围压、频率条件下的改良土孔隙特征与动循环荷载下的滞回曲线形态，与原膨胀土进行对比. 采用核磁共振信号分布曲线对孔隙特征进行分析，通过长轴倾斜程度、滞回圈面积、塑性变形与饱满程度对滞回曲线形态进行定量分析. 试验结果表明，改良土与原膨胀土随固结、循环荷载级数推进，土中的孔隙总量下降，孔径逐步压缩，改良土中的孔隙总量与尺寸均有向原状土靠拢的趋势. 在相同的动荷载条件下，高围压使改良土中的孔隙减少，应变更小，高频加载使改良土的应变减小，土中孔隙数量与孔径相应提升. 随着加载级数的增加及动应变的发展，改良土滞回曲线长轴倾斜程度逐渐降低并趋于平缓，滞回圈面积、塑性变形与饱满程度均呈上升趋势. 在相同的动应变条件下，围压与频率的提升使得改良土长轴倾斜程度、滞回圈面积、饱满程度增大；在动应变发展前期，不同围压、频率对塑性变形的发展影响较小，当超过某一临界点时，相同动应变下的高围压与高频率对应更高的塑性变形.
关键词： 膨胀土;  核磁共振（NMR）;  动三轴试验;  孔隙特征;  滞回曲线    
Abstract:

GDS dynamic triaxial apparatus and nuclear magnetic resonance analyzer were used to analyze the pore characteristics of the improved soil under different confining pressures and frequencies and the hysteretic curve morphology under dynamic cyclic loads, which were compared with the original expansive soil. The pore characteristics were analyzed by NMR signal distribution curve, and the morphology of hysteretic curve was quantitatively analyzed by the dip degree of long axis, hysteretic circle area, plastic deformation and fullness degree. The test results show that the total amount of pores in the improved soil and the original expansive soil decrease with the consolidation and cyclic load progression, while the pore size gradually compresses. The total amount and size of pores in the improved soil are close to the original soil. High confining pressure leads to the improved soil porosity reduction and make the strain become smaller under the same dynamic load condition. High frequency loading reduces the strain of the improved soil, and the number of pores and pore diameter in the soil increase correspondingly. The inclined degree of the long axis of hysteretic curve of improved soil gradually decreases and tends to be gentle with the increase of loading series and the development of dynamic strain, while the area of hysteretic circle, plastic deformation and fullness degree all show an upward trend. The increase of confining pressure and frequency increases the inclination degree of long axis, hysteretic circle area and fullness degree of the improved soil under the same dynamic strain condition. Different confining pressure and frequency have little influence on the development of plastic deformation in the early stage of dynamic strain development. High confining pressure and high frequency under the same dynamic strain correspond to higher plastic deformation when a critical point is exceeded.
Key words: expansive soil    nuclear magnetic resonance (NMR)    dynamic triaxial test    pore characteristic    hysteretic curve
收稿日期: 2021-07-15 出版日期: 2022-07-26
CLC:  TU 443  
基金资助: 国家自然科学基金资助项目（51708190）
作者简介: 庄心善（1964—），男，教授，博导，从事环境岩土工程与边坡工程的研究. orcid.org/0000-0001-8319-8726. E-mail： zhuangxinshan@163.com
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引用本文:

庄心善,周睦凯,周荣,陶高梁. EPS改良膨胀土孔隙特征与滞回曲线形态[J]. 浙江大学学报(工学版), 2022, 56(7): 1353-1362, 1403.

Xin-shan ZHUANG,Mu-kai ZHOU,Rong ZHOU,Gao-liang TAO. Pore characteristics and hysteresis curve morphology of expansive soil improved by EPS. Journal of ZheJiang University (Engineering Science), 2022, 56(7): 1353-1362, 1403.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2022.07.011    或    https://www.zjujournals.com/eng/CN/Y2022/V56/I7/1353

W/% Wl/% Wp/% Gs Fs/%
21.64 72 30 2.62 44
表 1  膨胀土的基本物理力学参数
组别 试样编号 Ve/% σ3/kPa f/Hz σd/kPa
1 1-1 15 50 1 30~120
1 1-2 15 100 1 30~120
1 1-3 15 150 1 30~120
2 2-1 15 100 1 30~120
2 2-2 15 100 2 30~120
2 2-3 15 100 3 30~120
3 3-1 0 100 1 30~120
表 2  动三轴循环荷载试验方案
组别 试样编号 Ve /% 真空饱和 σ3=100 kPa条件下是否固结
4 4-1 15 是 否
4 4-2 15 是 是
5 5-1 0 是 否
5 5-2 0 是 是
表 3  补充的核磁共振试验方案
图 1  滞回曲线形态定量参数的示意图
图 2  改良土不同试验阶段下的核磁共振信号分布曲线
图 3  不同围压、频率下的改良土核磁共振信号分布与动应力-应变曲线
图 4  滞回曲线的长轴倾斜程度随动应变的变化曲线
图 5  滞回曲线面积随动应变的变化曲线
图 6  滞回曲线面积随动应力的变化曲线
图 7  滞回曲线不闭合程度随动应变的变化曲线
图 8  滞回曲线饱满程度随动应变的变化曲线
图 9  改良前、后不同试验阶段下的核磁共振信号分布与动应力-应变曲线
图 10  土体改良前、后滞回曲线主要参数随动应变的变化曲线
特征参量曲线 土样 A B C R2
k-εd 原膨胀土 ?72.378 395.765 ?0.125 0.9935
k-εd 改良土 ?18.109 215.491 ?0.251 0.9985
S-εd 原膨胀土 ?0.873 833.168 1.919 0.9996
S-εd 改良土 ?1.224 820.726 2.205 0.9993
εp-εd 原膨胀土 ?2.387 0.239 1.758 0.9997
εp-εd 改良土 2.976 0.413 2.016 0.9993
α-εd 原膨胀土 ?2.763 2.869 0.001 0.7689
α-εd 改良土 ?0.021 0.125 0.245 0.9936
表 4  滞回曲线特征参量的拟合参数
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