Cumulative Strain Law of Expansive Soil Reinforced with Oyster Shell Powder under Cyclic Loading

doi:10.11988/ckyyb.20231139

Abstract

Abstract:

This study investigates the development of cumulative strain and cumulative pore pressure of expansive soil reinforced with oyster shell powder (OSP) under cyclic loading. A GDS dynamic triaxial test system was employed to simulate vehicle dynamic actions on the soil. The experiment examines axial cumulative strain and cumulative pore pressure under particle size (d_osp), dosage (F_osp), and cyclic stress ratio (CSR). Findings reveal that for particle sizes d_osp<0.5 mm, both axial cumulative strain and cumulative pore pressure in the modified soil significantly improve with increasing OSP content. However, when F_osp=9% and d_osp=0.5 mm, the dynamic performance of the modified soil is relatively stable. Conversely, for particle sizes d_osp>0.5 mm, the dynamic performance of the modified soil deteriorates compared to plain soil, with this degradation becoming more pronounced as both OSP content and particle size increase. Based on these results, if OSP-modified soil is used as roadbed filler for ballasted track railways with design speeds below 200 km/h, it is recommended to control the OSP content at F_osp=9%, with particle sizes limited to the range of (0.25,0.5] mm to maintain optimal dynamic performance.

Key words: expansive soil, oyster shell powder, train cyclic load, cumulative strain, pore pressure

CLC Number:

U416

CHEN Chuan, TANG Zheng-hui, HUANG Zhen, ZHOU Wei-zheng, SHAO Yu, GONG Bin. Cumulative Strain Law of Expansive Soil Reinforced with Oyster Shell Powder under Cyclic Loading[J]. Journal of Changjiang River Scientific Research Institute, 2025, 42(3): 125-132.

Figures/Tables 20

Table 1 Basic physical properties of expansive soil

天然含水率/%	最优含水率/%	最大干密度/ (g·cm^-3)	液限 ω_L/%	塑限 ω_P/%	塑性指数I_P	自由膨胀率/%
35.67	18.3	1.61	60.1	22.4	37.7	82

Fig.1 Particle size distribution of expansive soil

Fig.2 Analysis results of mineral composition of expansive soil

Fig.3 Particle size distribution of oyster shell powder

Table 2 Calcination test results

粒径组/ mm	煅烧前质量 m/g	煅烧后质量m_s/ g	碳酸钙质量m_c/ g	碳酸钙含量/%
(0,0.075)	3.000 7	1.878 0	2.381 1	79.35
[0.075,0.15]	2.999 9	1.881 3	2.371 8	79.06
(0.15,0.25]	3.001 3	1.806 3	2.545 4	84.81
(0.25,0.5]	3.001 1	1.695 9	2.795 8	93.16
(0.5,1.0]	3.000 5	1.681 2	2.827 9	94.25
(1.0,2.0]	3.000 8	1.674 1	2.844 7	94.80

Fig.4 X-ray diffraction patterns

Table 3 Phase analysis results

粒径/mm	矿物相对含量/%
粒径/mm	碳酸钙	石英
(0,0.075]	85.6	14.4
(0.15,0.25]	90.4	9.6
(0.5,1.0]	95.7	4.3

Fig.5 Test loading and dynamic load waveform

Fig.6 Relationship between axial cumulative strain and vibration frequency under varying dosage of oyster shell powder

Fig.7 Relationship between εps and the dosage of oyster shell powder

Fig.8 Relationship between axial cumulative strain and vibration frequency under varying particle size of oyster shell powder

Fig.9 Relationship between εps and the particle size of oyster shell powder

Fig.10 Relationship between axial cumulative strain and vibration frequency under varying cyclic stress ratio

Fig.11 Relationship between εps and cyclic stress ratio

Fig.12 Relationship between cumulative pore pressure and vibration frequency under varying dosage of oyster shell powder

Fig.13 Relationship between cumulative pore pressure stability value Δups of modified soil and the dosage of oyster shell powder

Fig.14 Relationship between cumulative pore pressure and vibration frequency under varying particle size of oyster shell powder

Fig.15 Relationship between cumulative pore pressure stability value Δups of modified soil and the particle size of oyster shell powder

Fig.16 Relationship between cumulative pore pressure and vibration frequency under varying cyclic stress ratio

Fig.17 Relationship between cumulative pore pressure stability value Δups of modified soil and cyclic stress ratio

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