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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2020, Vol. 54 Issue (11): 2109-2119    DOI: 10.3785/j.issn.1008-973X.2020.11.006
    
Deformation characteristics of fine-grained soil under cyclic dynamic loading with intermittence
Ya-feng LI1(),Ru-song NIE1,2,*(),Wu-ming LENG1,2,Long-hu CHENG1,Hui-hao MEI1,Jun-li DONG1
1. School of Civil Engineering, Central South University, Changsha 410075, China
2. MOE Key Laboratory of Engineering Structures of Heavy Haul Railway, Central South University, Changsha 410075, China
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Abstract  

In view of the fact that the dynamic train loading on the railway subgrade is the periodic vibration loading when the train passes and the intermittence when no train passes, a series of continuous and continuous-stopping vibration triaxial tests under different confining pressures, mass fractions of water and dynamic stress conditions were carried out to study the excess pore water pressure, elastic strain, resilience modulus and cumulative plastic strain of fine-grained soil under intermittent cyclic loading. Results show that the loading intermittence has a significant effect on the deformation characteristics of subgrade. Due to the unloading and drainage in the intermittent stage, the excess pore water pressure accumulated in the loading stage dissipates in the intermittent stage, and the particles and structure of the soil are also adjusted, thus the resistance of the samples to subsequent loading is improved. In addition, the intermittent stage significantly slows down the development of plastic strain in the subsequent loading stages and reduces the accumulated plastic strain of samples. However, the intermittent effect on improving the resilience modulus and reducing the elastic strain is limited. The continuous-stopping vibration can better simulate the actual train loads, and provides more practical test results.

Key words： fine-grained soil      dynamic triaxial test      cyclic loading with intermittence      deformation characteristics      excess pore water pressure     
Received: 22 November 2019      Published: 15 December 2020
CLC:  TU 431  
Corresponding Authors: Ru-song NIE     E-mail: 174801019@csu.edu.cn;nierusong97@csu.edu.cn
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Ya-feng LI
Ru-song NIE
Wu-ming LENG
Long-hu CHENG
Hui-hao MEI
Jun-li DONG
Cite this article:

Ya-feng LI,Ru-song NIE,Wu-ming LENG,Long-hu CHENG,Hui-hao MEI,Jun-li DONG. Deformation characteristics of fine-grained soil under cyclic dynamic loading with intermittence. Journal of ZheJiang University (Engineering Science), 2020, 54(11): 2109-2119.

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http://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2020.11.006     OR     http://www.zjujournals.com/eng/Y2020/V54/I11/2109


间歇性循环荷载作用下细粒土的变形特性

铁路路基承受的列车动荷载作用由列车通过时产生的周期性振动和无列车通过时的加载间歇组成, 针对此工程背景，开展不同围压、水的质量分数、动应力条件下的连续加载与加载-停振的动三轴试验，研究间歇性循环荷载作用下细粒土的超孔隙水压力、弹性应变、回弹模量和累积塑性应变的变化规律. 试验结果表明，加载间歇对路基变形特性有显著影响. 由于加载间歇阶段试样卸载以及排水作用，试样在加载阶段积累的超孔隙水压力在间歇阶段消散，土体内部颗粒及结构得到调整，试样抵抗后续荷载的能力得到提高. 此外，加载间歇显著减缓了后续加载阶段的塑性应变发展，降低了试样的累积塑性应变. 加载间歇对提高试样回弹模量、降低弹性应变的效果有限. 加载-停振的间歇加载方式可以更准确地模拟实际列车荷载作用，进而获得更具实际意义的试验结果.


关键词： 细粒土填料,  动三轴试验,  间歇性循环荷载,  变形特性,  超孔隙水压力 
Fig.1 Subgrade of Shuo-huang heavy haul railway
Fig.2 Test soil excavated from site
ρdmax /（g?cm–3） wopt / % wL / % wP / % IP
1.96 11.80 26.00 18.20 7.8
Tab.1 Soil physical properties
Fig.3 Grain size distribution of fine-grained soil
Fig.4 DDS-70 microcomputer control dynamic triaxial instrument
Fig.5 Waveform of stress loading in test
试验序列 水的质量分数 试验类型 σ3 /kPa σd /kPa
S-1 wopt=11.80% 连续加载 30、60 120
S-2 wopt=11.80% 间歇加载（停振时长1000 s） 30 60、90、120
S-3 wopt=11.80% 间歇加载（停振时长1000 s） 60 60、90、120
S-4 wopt=11.80% 间歇加载（停振时长1000 s） 90 90、120、150、180、210
S-5 wsat=19.75% 连续加载 30、60 30
S-6 wsat=19.75% 间歇加载（停振时长1000 s） 30 30、60、90
S-7 wsat=19.75% 间歇加载（停振时长1000 s） 60 30、60、90、120
S-8 wsat=19.75% 间歇加载（停振时长1000 s） 90 30、60、90、120、150、180、210
S-9 wB=15.00% 间歇加载（停振时长1000 s） 30 30、60、90
Tab.2 Dynamic triaxial test programs
Fig.6 Time history curves of axial strain
Fig.7 Curves of elastic strain and plastic strain with vibration cycles
Fig.8 Determination of elastic modulus based on dynamic stress-strain curves
Fig.9 Change curves of excess pore water pressure of samples which were stable under continuous and intermittent loading
Fig.10 Change curves of excess pore water pressure of samples which were failed under continuous loading but stable under intermittent loading
Fig.11 Sample deformation with different water mass fractions under intermittent loading（σ3=30 kPa，σd=90 kPa）
Fig.12 Samples which was failed under continuous loading but stable under intermittent loading（wopt =11.80%，σd=120 kPa）
Fig.13 Samples which were stable under continuous and intermittent loading（wsat=19.75%，σd=30 kPa）
Fig.14 Change curves of cumulative plastic strain with vibration cycles
Fig.15 Cumulative plastic strain of samples which were stable under continuous and intermittent loading at each loading stage（wsat=19.75%，σ3=30 kPa，σd=30 kPa）
Fig.16 Cumulative plastic strain of samples which was failed under continuous loading but stable under intermittent loading at each loading stage (wopt=11.80%，σ3=60 kPa，σd=120 kPa)
wB σ3 /kPa σd /kPa 停振阶段应变的回弹量/%
第1停
振阶段 		第2停
振阶段 		第3停
振阶段 		第4停
振阶段
wopt=11.80% 30 60 0.04 0.03 0.05 0.03
90 0.02 0.04 0.02 0.03
120 0.05 0.03 0.04 0.03
60 60 0.02 0.02 0.03 0.04
90 0.06 0.03 0.04 0.02
120 0.02 0.03 0.04 0.05
90 90 0.03 0.04 0.03 0.02
120 0.02 0.03 0.02 0.05
150 0.05 0.01 0.05 0.03
wsat=19.75% 30 30 0.02 0.04 0.03 0.03
60 0.05 ? ? ?
60 30 0.02 0.02 0.04 0.02
60 0.02 0.04 0.03 0.04
90 30 0.03 0.04 0.02 0.03
60 0.04 0.06 0.04 0.03
90 0.02 0.04 0.03 0.04
Tab.3 Values of strain rebounded in intermittent stages
Fig.17 Variation of axial strain in loading stages and intermittent stages under intermittent loading
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