Static dynamic properties and micro-mechanisms of graphene oxide-modified coastal cement soils

doi:10.3785/j.issn.1008-973X.2026.04.014

Journal of ZheJiang University (Engineering Science)

2026, Vol. 60

Issue (4): 822-832 DOI: 10.3785/j.issn.1008-973X.2026.04.014

Static dynamic properties and micro-mechanisms of graphene oxide-modified coastal cement soils

Wei WANG1(

),Hongxiang WU1,Tianhong FENG1,Na LI1,Ping JIANG1,*(

),Guoxiong MEI2

1. School of Civil Engineering, Shaoxing University, Shaoxing 312000, China
2. Ocean College, Zhejiang University, Zhoushan 316021, China

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Abstract

In order to investigate the modification effect and micro-mechanism of graphene oxide (GO) on the static and dynamic properties of cement soil, the unconfined compressive strength, modulus of elasticity, cumulative plastic strain, dynamic modulus of elasticity, and damping ratio of graphene oxide-modified cement soil (GOCS) were measured by unconfined compression tests and dynamic triaxial tests, and the microscopic characterization, phase composition, and pore structure of GOCS were explored via SEM, XRD, and BET tests. The test results showed that 1) The unconfined compressive strength and modulus of elasticity of GOCS gradually increased with the increase of GO mass fraction and reached the maximum value when the GO mass fraction was 0.05%. 2) As the confining pressure increased, the cumulative strain and dynamic elastic modulus of GOCS gradually increased, and the damping ratio gradually decreased. 3) With the increase of GO mass fraction, the cumulative strain and damping ratio of GOCS gradually decreased, and the dynamic elastic modulus gradually increased. 4) Two mathematical models were established to characterize the relationship between confining pressure, GO mass fraction, and cumulative strain as well as between GO mass fraction, static elastic modulus, and dynamic elastic modulus, and the results showed that the errors between the fitted values and the measured values were within 5%, and the prediction models had certain reliability. 5) The incorporation of GO could reduce the orientation index of CH crystals within GOCS and make its internal structure denser. The results provided some technical references for the application of GO in soft ground reinforcement engineering.

Key words： graphene oxide coastal cement soil unconfined compressive strength dynamic triaxial test microstructure

Received: 29 April 2025 Published: 19 March 2026

CLC:

TU 447

Fund: 国家自然科学基金资助项目(52179107).

Corresponding Authors: Ping JIANG E-mail: wellswang@usx.edu.cn;jiangping@usx.edu.cn

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Cite this article:

Wei WANG,Hongxiang WU,Tianhong FENG,Na LI,Ping JIANG,Guoxiong MEI. Static dynamic properties and micro-mechanisms of graphene oxide-modified coastal cement soils. Journal of ZheJiang University (Engineering Science), 2026, 60(4): 822-832.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2026.04.014 OR https://www.zjujournals.com/eng/Y2026/V60/I4/822

氧化石墨烯改性滨海水泥土的静动力学性能及微观机理

为了探究氧化石墨烯(GO)对水泥土静、动力学性能的改性效果及微观机理，通过无侧限抗压试验和动三轴试验测量氧化石墨烯改性水泥土(GOCS)的无侧限抗压强度、弹性模量、累计塑性应变、动弹性模量和阻尼比，并通过SEM、XRD和BET测试探究GOCS的微观表征、物相组成和孔隙结构. 试验结果表明：1）随着GO质量分数的增加，GOCS的无侧限抗压强度和弹性模量逐渐增大，当GO质量分数为0.05%时达到最大值. 2）随着围压的上升，GOCS的累积应变和动弹性模量逐渐增大，阻尼比逐渐减小. 3）随着GO质量分数的增加，GOCS的累计应变和阻尼比逐渐减小，动弹性模量逐渐增大. 4）建立2个数学模型分别表征围压、GO质量分数和累计应变，以及GO质量分数、静弹性模量和动弹性模量之间的关系，结果显示拟合值与实测值的误差均小于5%，预测模型具有一定的可靠性. 5）GO的掺入能够降低GOCS内CH晶体的取向指数，使其内部结构变得更加密实. 本研究结果为GO在软土地基加固工程的应用提供了一定的技术参考.

关键词： 氧化石墨烯, 滨海水泥土, 无侧限抗压强度, 动三轴试验, 微观结构

Fig.1 Physical drawings of test materials

Tab.1 Basic properties of coastal soft soils

Tab.2 Table of chemical composition of test materials

Tab.3 Table of test mix ratios

Fig.2 Sample preparation flow chart

Fig.3 Stress-strain curves of GOCS at different ages of maintenance and GO mass fractions

Tab.4 E₅₀ of GOCS at different curing ages and GO mass fractions

Fig.4

$\varepsilon _{1{\mathrm{p}}} $

of GOCS at different curing ages and GO mass fractions

Fig.5

$\varepsilon $

_1p3000 of GOCS at different curing ages and GO mass fractions

Fig.6 Fitting plots of

$\varepsilon_{1{\mathrm{p}}3000} $

after curing 3 d and 7 d

Fig.7 Fitted plot of

$\varepsilon_{1{\mathrm{p}}3000} $

for GOCS at a curing age of 28 d and its margin of error

Fig.8 E_d of GOCS at different curing ages and GO mass fractions

Fig.9 E_d3000 of GOCS at different curing ages and GO mass fractions

Fig.10 Fitting plots of E_d3000 at confining pressures of 50 kPa and 100 kPa

Fig.11 Fitting diagram of E_d3000 at confining pressure of 200 kPa and its error range

Fig.12 λ₃₀₀₀ of GOCS at different curing ages and GO mass fractions

Fig.13 SEM image of GOCS at a curing age of 28 days

Fig.14 XRD image of GOCS at a curing age of 28 days

Tab.5 CH crystal orientation index of GOCS specimens

Fig.15 BET image of GOCS at a curing age of 28 days

Fig.16 Proportional plot of different types of porosity in GOCS

Fig.17 Modification mechanism diagram of GO in GOCS


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