Phase field simulation of excavation damage zone in natural fractured rock mass

LIU Junjie; LIU Jianfeng; YANG Jianxiong; XUE Fujun; WEI Jinbing; GAO Chunyu

doi:10.12454/j.jsuese.202500076

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Phase field simulation of excavation damage zone in natural fractured rock mass

更新时间：2025-05-20

- Phase field simulation of excavation damage zone in natural fractured rock mass
- Advanced Engineering Sciences Pages: 1-12(2025)
- 作者机构：
  
  1.四川大学水力学与山区河流开发保护国家重点实验室，四川成都 610065
  2.四川大学水利水电学院，四川成都 610065
  3.四川大学四川大学灾后重建与管理学院，四川成都 610065
- 作者简介：
- 基金信息：
- DOI：10.12454/j.jsuese.202500076
  CLC： TU45
- Received：10 February 2025，
  
  Published Online：19 May 2025，
- 稿件说明：
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刘俊杰,刘建锋,杨建雄等.天然裂隙岩体开挖损伤区的相场模拟研究[J].工程科学与技术,

LIU Junjie,LIU Jianfeng,YANG Jianxiong,et al.Phase field simulation of excavation damage zone in natural fractured rock mass[J].Advanced Engineering Sciences,XXXX,XX(XX):1‒12.
刘俊杰,刘建锋,杨建雄等.天然裂隙岩体开挖损伤区的相场模拟研究[J].工程科学与技术, DOI：10.12454/j.jsuese.202500076.

LIU Junjie,LIU Jianfeng,YANG Jianxiong,et al.Phase field simulation of excavation damage zone in natural fractured rock mass[J].Advanced Engineering Sciences,XXXX,XX(XX):1‒12. DOI： 10.12454/j.jsuese.202500076.

摘要

开挖损伤区（EDZ）的裂隙扩展机制对围岩稳定性控制至关重要。本文基于损伤断裂相场法变分理论，采用Comsol有限元方法，构建了损伤断裂相场模拟模型；通过单一裂隙及多条随机裂隙两类试样的室内尺度模拟，验证了模型的可靠性，并将其应用至甘肃某完整及裂隙围岩隧道工程尺度，揭示了不同侧压力系数（0.6、0.8、1.0、1.2和1.4）及天然裂隙群与隧道开挖面距离近、中和远条件下相场损伤分布规律，并获得了裂隙岩体隧道相场损伤分区特征，提出基于迹线路径与面积的EDZ危险区划方法。结果表明：（1）室内尺度试样的相场裂纹云图与实际破坏模式高度吻合；（2）完整隧道EDZ的相场损伤范围与侧压力系数呈正相关；（3）天然裂隙数量恒定情况下，裂隙围岩隧道的裂隙分布范围及侧压力系数对EDZ影响明显，其中，裂隙分布与开挖面越接近，损伤云图越明显；侧压力系数从0.6增至1.4，EDZ的范围逐渐增大。研究为隧道围岩开挖中裂隙的扩展情况预测提供了必要的方法和依据。

Abstract

Objective

Phase-field simulation method was applied to naturally fractured rocks of engineering sites

with the aim of gaining insights into crack propagation mechanisms. It enabled the identification of areas within the tunnel prone to fail

allowing for enhanced support measures and effective risk warning. The goal is to prevent further expansion of the excavation damaged zone (EDZ)

thereby ensuring the safe and reliable operation of deep underground engineering projects.

Methods

This study began by introducing the theory of brittle fracture and subsequently presented the phase-field model as a novel numerical simulation method. The model governed crack propagation through the definition of a phase-field variable. To verify the rationality and effectiveness of the phase-field approach

two-dimensional models of square specimens with both predefined and randomly distributed cracks were established. The simulation environment was based on a laboratory-scale uniaxial compression test on rock samples. Uniaxial compression tests were conducted on square granite specimens with either a single prefabricated crack or a naturally developed crack. The model validity was discussed and further validated through comparative analysis. Subsequently

uniaxial compression tests under conditions with multiple randomly distributed cracks were simulated and compared with the previously established single-crack models. This comparison provided insights and guidance for the subsequent modeling of tunnel surrounding rock. Next

the study investigated the damage zones of tunnel surrounding rock under two conditions: intact rock mass and naturally fractured rock mass. The simulation was based on the physical and mechanical properties of granite from a tunnel test site in Gansu Province. A square physical model was established with a circular tunnel of 4 m diameter placed at the center to minimize boundary effects. The bottom of the model was fixed

and the rock mass was assumed to be homogeneous before excavation

with the tunnel wall free afterward. The model was subjected to uniform loading on all four sides to simulate isotropic in-situ stress conditions. The study analyzed the distribution of in-situ stress before and after excavation

as well as the development of damage under different stress scenarios.

Results and Discussion

The model proposed in this study produced results consistent with previous research. For the rock specimen with a 0° prefabricated crack

failure occurred slightly earlier in this simulation

but the overall strength and deformation behavior were similar. The peak strength of 45° prefabricated crack was slightly lower

but the overall trend remained consistent. The crack propagation cloud diagrams reveal that for the horizontal (0°) prefabricated crack at 25 s

crack initiation occurred at both tips of the central crack

though the changes were relatively minor and only noticeable at the tips. The crack had extended outward in a butterfly-shaped pattern at approximately 45° at 500 s

with pronounced shear zones forming at both ends. The lighter colors around the model boundary indicated ongoing stress redistribution during crack propagation. At 1 385 s

the specimen approached failure

and the crack pattern had developed into an X-shape

indicating impending shear failure. However

the red zone representing full fracture had not yet penetrated the model. At 1 402 s

the crack fully penetrated the specimen

resulting in failure. The final crack pattern exhibited a bifurcated X-shape

and the cracks near the left and right boundaries became slightly flatter. The asymmetric angle of the X-shaped cracks across the specimen was attributed to the boundary conditions. Reversing the roller and free constraints on the left and right sides would produce an opposite asymmetry

the simulated crack pattern was consistent with the double shear failure mode observed in their tests. In the uniaxial compression test with randomly distributed cracks

the load–displacement curve exhibited significant differences compared to that of the specimen with a single prefabricated crack. The peak strength was markedly reduced

reaching only about one-third of that of the single-crack case

and the displacement at failure was also smaller. These results indicate that the compressive strength of rock significantly decreases under randomly distributed crack conditions. Due to the concentration of random cracks in the lower region of the specimen

crack propagation was initiated in this area and extended along pre-existing cracks. The damage zone connected these cracks to form a continuous failure path

ultimately leading to specimen failure. The crack evolution showed a tendency to cluster and extend within the densely fractured region.For the case of intact tunnel surrounding rock

phase-field damage cloud maps were obtained under five different lateral pressure coefficient conditions: f = 0.6

0.8

1.0

1.2

and 1.4. When f = 1.4

the excavation damaged zone (EDZ) appeared at both the crown and the invert of the tunnel

with a wider distribution range. When f = 1.2

the EDZ was still present at the crown and invert but gradually extended toward the horizontal directions of the tunnel

with a reduced overall damage area. Under the condition f = 1.0

the rock mass was homogeneous

and the EDZ developed into a symmetrical and uniform circular ring. As the coefficient decreased to f = 0.8

the EDZ shifted toward the tunnel sidewalls (springlines)

and the extent of the damage increased. At f = 0.6

the EDZ was concentrated at the sidewalls with a more localized and confined damage distribution.For naturally fractured surrounding rock

numerical simulations showed that cracks primarily developed above the tunnel and connected with existing fractures. Damage was more severe when fractures were located closer to the tunnel. Three models with identical fracture patterns but different spatial scales confirmed that damage increased as fracture proximity to the tunnel decreased.Focusing on the near-field fracture model

simulations under varying lateral pressure coefficients (f = 0.6–1.4) revealed that tunnel stability decreased with increasing f. At f = 0.6

damage was minimal; at f = 1.4

complete tunnel failure occurred due to full crack penetration beneath the tunnel.A quantitative damage evaluation method was proposed by integrating phase-field values along a representative damage path. Larger integral areas indicated higher damage severity. Damage zoning was classified into crushed zones (phase-field = 1)

fractured zones (0.3–1)

and potential damage zones (<0.3).

Conclusions

Phase field crack cloud diagrams for laboratory-scale samples align closely with actual failure modes. The extent of the EDZ phase-field damage in intact tunnels is positively correlated with the lateral pressure coefficient. With a constant number of natural fractures

the distribution range of fractures and the lateral pressure coefficient significantly influence the EDZ in fractured surrounding rock tunnels. The closer the fractures are to the excavation face

the more prominent the damage cloud diagram. As the lateral pressure coefficient increases from 0.6 to 1.4

the EDZ range expands. Furthermore

a method for EDZ hazard zoning based on trace line paths and area was proposed and applied

and its effectiveness was discussed. This study provides essential methods and a basis for predicting fracture propagation in tunnel surrounding rock during excavation.

关键词

Keywords

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