层理倾角与锚固方式耦合作用下砂岩的动态力学特性

卢毓崟; 于洋; 丰光亮; 耿大新; 金鹏; 曾建军; 熊涛; 李晓培

doi:10.11883/bzycj-2025-0125

层理倾角与锚固方式耦合作用下砂岩的动态力学特性

doi: 10.11883/bzycj-2025-0125

1.
华东交通大学山区土木工程安全与韧性全国重点实验室，江西南昌 330013
2.
中国科学院武汉岩土力学研究所岩土力学与工程安全全国重点实验室，湖北武汉 430071
3.
江西畅行高速公路服务区开发经营有限公司南昌分公司，江西南昌 330103

基金项目: 国家自然科学基金（42177156）；江西省自然科学基金（20243BBG71034、20224ACB204021）；国家重点实验室开放基金（HJGZ2023201）；

详细信息

作者简介:
卢毓崟（1999－　），男，硕士研究生，Lyy13767792937@163.com

通讯作者:
于　洋（1982－　），男，博士研究生，教授，lukeryuyang@163.com

中图分类号: XXXX.X
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- 被引次数: 0
出版历程
- 收稿日期: 2025-04-27
- 修回日期: 2025-06-09
- 网络出版日期: 2025-06-13

Experimental study on dynamic mechanical properties of sandstone under coupled effects of bedding dip angle and anchoring methods

1.
State Key Laboratory of Safety and Resilience of Civil Engineering in Mountain Area, East China Jiaotong University, Nanchang, 330013, Jiangxi, China
2.
State Key Laboratory of Geomechanics and Geotechnical Engineering Safety, Institute of Rock and Soil Mechanics, Chinese Academy of Sciences, Wuhan 430071, Hubei, China
3.
Jiangxi Changxing Expressway Service Area Development and Operation Co., Ltd. Nanchang Branch, Nanchang 330103, Jiangxi, China

摘要

摘要: 为研究冲击荷载下锚固方式与层理倾角对岩体强度的影响规律，对无锚、端锚、半锚及全锚层理砂岩进行动态冲击试验研究，分析了不同锚固方式对层状砂岩动态力学特性、能量耗散规律及破裂分形特征的影响。研究结果表明：无锚试样强度随层理倾角增大，曲线表现先减小后增大，呈“V”型特征，试样在锚固后，强度得到明显提高，随锚固长度增大，曲线向倒“V”型特征转化；从能量方面来看，四类试样透射能变化规律均与强度变化规律相似，随层理倾角增大，反射能曲线呈倒“V”型特征，透射能逐渐减小，耗散能则逐渐增大，锚固方式仅影响了曲线整体水平；试样破坏后的碎屑具有明显分形特征，分形维数受层理倾角影响曲线均表现为倒“V”型特征，全锚试样破碎程度最小，无锚试样最剧烈，在此基础上计算了单位耗散能指数，曲线则呈现"V"型特征，全锚试样的单位耗散能指数曲线整体水平最高，表明其抗破坏能力最强。研究成果可为层状岩体工程锚固支护提供参考。
- 冲击荷载 /
- 锚固方式 /
- 层理倾角 /
- 力学响应
Abstract: Layered rock masses were prone to bedding plane cracking or even large-scale collapse under impact loads such as blasting. In engineering practices, bolts or cables were commonly employed for anchoring support. To investigate the dynamic mechanical response of layered rock masses under impact loading and the effectiveness of bolt support, sandstone specimens with different bedding dip angles (0°, 15°, 30°, 45°, 60°, 75°, 90°) and bolt support methods (No-anchor, End-anchor, Semi-anchor, Full- anchor) were prepared. Dynamic impact tests were conducted using a split Hopkinson pressure bar system to analyze the coupling effects of bedding dip angle and bolt support method on the dynamic strength, energy evolution, and failure modes of the rock mass. Additionally, fractal theory was employed to quantitatively characterize the fracture characteristics of the specimens. The results indicate that the strength of unanchored specimens initially decreases and then increases with increasing bedding plane angle, exhibiting a V-shaped curve. After anchoring, the strength of specimens improves significantly, and as the anchor length increases, the curve transitions to an inverted V-shape. From an energy perspective, the transmitted energy trends of all four specimen types are similar to their strength trends. As the bedding plane angle increases, the reflected energy curve shows an inverted V-shape, the transmitted energy gradually decreases, while the dissipated energy increases. The anchoring method primarily affects the overall level of the curves. The fragments of the specimens after failure exhibit distinct fractal characteristics, with the fractal dimension curves showing an inverted V-shape influenced by the bedding plane angle. Full-anchor specimens display the least fragmentation, while No-anchor specimens experience the most severe damage. Based on this, the unit dissipated energy index was calculated, revealing a V-shaped curve. Full-anchor specimens exhibit the highest overall unit dissipated energy index, indicating their superior resistance to damage. The findings of this study can provide a reference for anchor support design in layered rock mass engineering.
- impact load /
- anchoring method /
- bedding plane angle /
- mechanical response

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图 1 岩样加工示意图

Figure 1. Schematic diagram of rock sample processing.

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图 2 相关静力学试验设备图

Figure 2. Related statics test equipment.

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图 3 锚固试样制备流程

Figure 3. Anchorage specimen preparation process.

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图 4 试验设备图

Figure 4. Test equipment.

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图 5 应力平衡曲线

Figure 5. Stress equilibrium curve.

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图 6 不同层理倾角下试样动态应力-应变曲线

Figure 6. The dynamic stress-strain curves of the specimens at different bedding angles.

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图 7 不同锚固方式下层理试样峰值应力曲线

Figure 7. Peak stress curves of bedding specimens with different anchoring methods.

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图 8 不同锚固方式下层理试样弹性模量曲线

Figure 8. Elastic modulus curves of bedding specimens with different anchoring methods

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图 9 不同锚固方式下层理试样反射能曲线

Figure 9. Reflected energy of bedding specimens with different anchoring methods.

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图 10 不同锚固方式下层理试样透射能曲线

Figure 10. Transmitted energy of bedding specimens with different anchoring methods.

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图 11 不同锚固方式下层理试样耗散能曲线

Figure 11. Dissipated energy of bedding specimens with different anchoring methods.

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图 12 不同锚固方式下层理试样最终破坏特征

Figure 12. Final failure characteristics of bedding specimens with different anchoring methods.

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图 13 不同锚固方式下层理试样分形维数拟合图

Figure 13. Fractal dimension fitting diagram of bedding specimens with different anchoring methods

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图 14 不同锚固方式下层理试样分形维数曲线

Figure 14. Fractal dimension curves of bedding specimens under different anchoring methods

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图 15 不同锚固方式下层理试样单位耗散能指数曲线

Figure 15. Curve of unit dissipated energy index for bedding specimens under different anchoring methods

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表 1 黄砂岩相关静力学参数

Table 1. Related static parameters of yellow sandstone

层理倾角/°	含水率/％	密度/g·mm⁻³	波速/m·s⁻¹	抗压强度/MPa	抗拉强度/MPa	弹性模量/GPa	内摩擦角/°
0	0.61	2.18	2423	58.3	4.89	8.32	35.67
15	0.53	2.21	2431	57.3	4.02	8.19	35.54
30	0.56	2.2	2460	52.8	3.32	8.21	33.05
45	0.63	2.17	2495	47.2	2.71	7.26	21.59
60	0.66	2.21	2517	44.1	2.16	7.17	14.51
75	0.59	2.19	2530	51.9	2.03	7.25	30.39
90	0.62	2.16	2577	57.3	1.91	8.22	32.36

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表 2 锚固材料力学参数

Table 2. Mechanical parameters of anchorage material.

材料	抗拉强度/MPa	抗剪强度/MPa	抗压强度/MPa	弹性模量/GPa	泊松比
工程锚杆	200-600	260-600	−	−	−
试验锚杆	515	400	−	−	−
工程锚固剂	−	−	＞60	＞12	＞0.2
试验锚杆剂	−	−	＞63.7	14.3	0.22

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