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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2026, Vol. 60 Issue (11): 2513-2522    DOI: 10.3785/j.issn.1008-973X.2026.11.020
    
Dynamic characteristics of modified iron tailings under coupled principal stress rotation and freeze-thaw cycles
Zhichao WANG1,2(),Ping JIANG1,*(),Wei WANG1,Na LI1,Xingchen HU1
1. Shaoxing Key Laboratory of Interaction between Soft Soil Foundation and Building Structure, School of Civil Engineering, Shaoxing University, Shaoxing 312000, China
2. MOE Key Laboratory of Soft Soils and Geoenvironmental Engineering, College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China
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Abstract  

To evaluate the frost resistance of fiber cement modified iron tailings (FCIT) under principal stress rotation, the samples were subjected to 0, 1, 3, 5, and 7 freeze-thaw cycles. Hollow cylinder torsional shear tests were performed, defining the cyclic stress ratio and torsional shear ratio. Loading was performed using a loading method where the cyclic stress ratio and torsional shear ratio increased in steps of 0.25 and 0.50, respectively, to systematically analyze the dynamic response characteristics of FCIT under different freeze-thaw cycles. The results indicate that the shear and torsional shear stress-strain hysteresis curves gradually increased during loading, while becoming sparser in the later stages, showing clear signs of failure, with freeze-thaw cycles accelerating strain development. With the increase in freeze-thaw cycles, the backbone curves of deviatoric and torsional shear stress declined, leading to reductions of 25% and 21% in dynamic shear strength and dynamic torsional shear strength, respectively. Fiber reinforcement effectively enhanced torsional resistance and mitigated performance degradation. Under the coupled effects of principal stress rotation and freeze-thaw cycles, FCIT exhibited a deformation evolution from plastic creep to incremental failure, verifying the applicability of the critical strain rate classification standard in stability theory. The dynamic elastic modulus showed a trend of first increasing and then decreasing with loading cycles, with its peak occurring earlier as the number of freeze-thaw cycles increased. A strong correlation was observed between the dynamic elastic modulus and dynamic shear strength, both of which degraded under freeze-thaw cycles. Therefore, a predictive model for the dynamic elastic modulus was established.

Key words： modified iron tailings      principal stress rotation      freeze-thaw cycles      staged loading      dynamic characteristic     
Received: 13 September 2025      Published: 16 October 2026
CLC:  TP 393  
Fund:  国家自然科学基金资助项目（52179107）；浙江省自然科学基金资助项目（LQ20E080005）.
Corresponding Authors: Ping JIANG     E-mail: wangzhichao@zju.edu.cn;jiangping@usx.edu.cn
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Zhichao WANG
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Cite this article:

Zhichao WANG,Ping JIANG,Wei WANG,Na LI,Xingchen HU. Dynamic characteristics of modified iron tailings under coupled principal stress rotation and freeze-thaw cycles. Journal of ZheJiang University (Engineering Science), 2026, 60(11): 2513-2522.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2026.11.020     OR     https://www.zjujournals.com/eng/Y2026/V60/I11/2513


主应力旋转和冻融循环耦合下改性铁尾矿砂的动力学特性

为了评估纤维水泥改性铁尾矿砂（FCIT）在主应力旋转作用下的抗冻性，对试样进行0、1、3、5和7次冻融循环. 通过空心圆柱扭剪试验，定义循环应力比和扭剪比. 采用循环应力比和扭剪比分别逐级增加0.25和0.50的加载方式，系统分析不同冻融循环次数下FCIT的动力学响应特性. 结果表明：剪切与扭剪应力-应变滞回曲线在加载过程中逐渐增高，加载后期滞回曲线趋于稀疏，破坏迹象明显，且冻融循环加剧应变增长. 随着冻融循环次数增加，FCIT偏应力和扭剪应力骨干曲线下降，动抗剪强度和动扭剪强度分别下降25%和21%，纤维加筋有效增强抗扭剪能力，减缓性能衰减. FCIT在主应力旋转与冻融循环耦合作用下表现出由塑性蠕变向增量破坏演化的变形特性，验证了安定理论临界应变速率划分标准的适用性. 动弹性模量随加载次数呈先增后减趋势，峰值随冻融循环次数增加而提前. 动弹性模量与动抗剪强度相关性良好，均随冻融循环作用衰减，由此建立动弹性模量预测模型.


关键词： 改性铁尾矿砂,  主应力旋转,  冻融循环,  逐级加载,  动力学特性 
Fig.1 Schematic diagram of stress and strain state of soil unit in hollow cylinder specimen
应力分量应变分量
$ {\sigma }_{z}=\dfrac{W}{{\text{π}} \left(r_{{\mathrm{{\mathrm{o}}}}}^{2}-r_{{\mathrm{i}}}^{2}\right)}+\dfrac{{p}_{{\mathrm{{\mathrm{o}}}}}r_{{\mathrm{{\mathrm{o}}}}}^{2}-{p}_{{\mathrm{i}}}r_{{\mathrm{i}}}^{2}}{\left(r_{{\mathrm{o}}}^{2}-r_{{\mathrm{i}}}^{2}\right)} $$ {\varepsilon }_{z}=\dfrac{z}{H} $
$ {\sigma }_{r}=\dfrac{{p}_{{\mathrm{o}}}{r}_{{\mathrm{o}}}+{p}_{{\mathrm{i}}}{r}_{{\mathrm{i}}}}{{r}_{{\mathrm{o}}}+{r}_{{\mathrm{i}}}} $$ {\varepsilon }_{r}=-\dfrac{{u}_{{\mathrm{o}}}-{u}_{{\mathrm{i}}}}{{r}_{{\mathrm{o}}}-{r}_{{\mathrm{i}}}} $
$ {\sigma }_{\theta }=\dfrac{{p}_{{\mathrm{o}}}{r}_{{\mathrm{o}}}-{p}_{{\mathrm{i}}}{r}_{{\mathrm{i}}}}{{r}_{{\mathrm{o}}}-{r}_{{\mathrm{i}}}} $$ {\varepsilon }_{\theta }=-\dfrac{{u}_{{\mathrm{o}}}+{u}_{{\mathrm{i}}}}{{r}_{{\mathrm{o}}}+{r}_{{\mathrm{i}}}} $
$ {\tau }_{z\theta }=\dfrac{T}{2}\left[\dfrac{3}{2{\text{π}} \left(r_{{\mathrm{o}}}^{3}-r_{{\mathrm{i}}}^{3}\right)}+\dfrac{4\left(r_{{\mathrm{o}}}^{3}-r_{{\mathrm{i}}}^{3}\right)}{3{\text{π}} \left(r_{{\mathrm{o}}}^{2}-r_{{\mathrm{i}}}^{2}\right)\left(r_{{\mathrm{o}}}^{4}-r_{{\mathrm{i}}}^{4}\right)}\right] $$ {\gamma }_{z\theta }=\dfrac{\theta \left(r_{{\mathrm{o}}}^{3}-r_{{\mathrm{i}}}^{3}\right)}{3H\left(r_{{\mathrm{o}}}^{2}-r_{{\mathrm{i}}}^{2}\right)} $
Tab.1 Calculation formulas for stress and strain components of hollow cylinder specimen
Fig.2 Traffic load loading waveform
Fig.3 Deviatoric stress-strain hysteresis curves of modified iron tailings
Fig.4 Torsional shear stress-strain hysteresis curves of modified iron tailings
Fig.5 Deviatoric stress backbone curve of modified iron tailings under different freeze-thaw cycles
Fig.6 Variation of dynamic shear strength with freeze-thaw cycles
Fig.7 Torsional shear stress backbone curve of modified iron tailings under different freeze-thaw cycles
Fig.8 Variation of dynamic torsional shear strength with freeze-thaw cycles
Fig.9 Accumulated axial strain hysteresis curves of modified iron tailings under different freeze-thaw cycles
Fig.10 Accumulated axial plastic strain under different freeze-thaw cycles
Fig.11 Variation of accumulated strain rate with accumulated strain
Fig.12 Elastic modulus diagram of typical hysteresis loop
Fig.13 Relationship between dynamic elastic modulus and loading series under different freeze-thaw cycles
Fig.14 Dynamic elastic modulus prediction model
Fig.15 SEM images of samples before and after freeze-thaw
材料试验类型损伤比例引用
聚丙烯纤维、水泥抗折试验38.7%文献[36]
玻璃纤维、水泥抗折试验74.3%文献[36]
玄武岩纤维UCS40%左右文献[37]
尾矿土三轴试验50%左右文献[38]
聚丙烯纤维、水泥UCS25%, 21%本研究
Tab.2 Strength damage ratio after freeze-thaw under different test materials and conditions
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