State of the art review of the risk assessment and early warning methods for fault-slip rockburst
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摘要: 地下工程需要频繁穿越地质构造区域，断裂滑移型岩爆频发，严重威胁地下工程结构的稳定和安全。为了揭示断裂滑移型岩爆诱发致灾机理，本文系统分析了触发断裂滑移型岩爆的地质构造条件、时空孕育特征、扰动触发机理、风险评价指标和预警方法等。研究结果表明：断裂滑移型岩爆多发生于含软弱结构面或层理面的地质构造带附近，岩体硬性结构面可以在一定程度内控制岩爆爆坑边界；断裂滑移型岩爆在临界失稳触发阶段存在典型的时空前兆特征，声发射(微震)监测参数在临界滑移失稳阶段存在“相对平静期”破坏前兆，红外热像温度存在短暂异常后随即迅速消失的破坏前兆；岩体内部天然层理面等缺陷结构为触发断裂滑移型岩爆提供了地质构造条件，巷道开挖和掘进等为触发断裂滑移型岩爆提供了滑移失稳空间，外界动力扰动等为触发断裂滑移型岩爆提供了诱发条件。Abstract: Underground engineering generally needs to pass through a significant number of geological structure areas, which can easily induce fault-slip rockburst, threatening the engineering structure's stability.For revealing the mechanism of disaster causing of fault-slip rockburst, the geological structural conditions, spatiotemporal inoculation characteristics, disturbance triggering mechanism, risk assessment indicators and the early warning methods of fault-slip rockburst was systematically analyzed in this study.The results show that fault-slip rockburst mostly occurs in the geological structure area which containing the weak structural plane or bedding plane, and the hard structural surface controls the rockburst crater boundary.The fault-slip rockburst has typical spatiotemporal precursor characteristics.As a matter of fact, the acoustic emission (microseismic) monitoring parameters have a typical precursor of a "relatively quiet period" in the critical failure stage, and the infrared thermal image temperature will appear the phenomenon of short-term abnormality.The natural defect structure provides geological structure conditions for the occurrence of fault-slip rockburst, roadway tunneling provides a slip space for fault-slip rockburst, and the dynamic stress provides disturbance triggering conditions for triggering fault-slip rockburst.
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Key words:
- underground engineering /
- fault-slip rockburst /
- risk assessment /
- early warning method
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图 6 矿井岩爆红外热像监测预警系统
Figure 6. Infrared thermal image monitoring and early warning system of rockburst
图 7 矿井岩爆声发射(微震)监测预警系统
Figure 7. Acoustic emission (microseismic) monitoring and early warning system of rockburst
表 1 基于岩石力学指标的岩爆风险评价方法
Table 1. Rockburst risk assessment method based on rock mechanic's index
类型 评价指标 计算公式 岩爆强度类型及指标范围 来源 无岩爆 弱岩爆 中等岩爆 强烈岩爆 Ⅰ(能量理论型) 冲击能量指数 $\frac{E_{\mathrm{R}}}{E_{\mathrm{D}}}$ < 1.5 1.5~5 — ≥ 5 煤炭行业标准[24] 弹性应变能指数 $\frac{\sigma_{\mathrm{c}}^2}{2 E_{\mathrm{u}}}$ < 0.2 0.2~0.5 0.5~0.75 ≥0.75 王庆武等[25] 剩余弹性能指数 Ue-Ua < 50 50~100 150~200 >200 宫凤强等[26] 能量储耗指数 $\frac{\sigma_{\mathrm{c}}}{\sigma_{\mathrm{t}}} \frac{\varepsilon_{\mathrm{f}}}{\varepsilon_{\mathrm{b}}}$ < 20 — 20~130 >130 唐礼忠等[27] 岩爆倾向性指标 $\frac{\varphi_{\mathrm{sa}}}{\varphi_{\mathrm{sc}}} \frac{\varepsilon_{\mathrm{sa}}}{\varepsilon_{\mathrm{sc}}}$ < 10 10~20 — >20 殷志强等[28] Ⅱ(强度理论型) Russenes强度判据 $\frac{\sigma_\mathtt{θ}}{\sigma_{\mathrm{c}}}$ < 0.2 0.2~0.3 0.3~0.55 ≥0.55 Russenes[29] Tao强度判据 $\frac{\sigma_{\mathrm{c}}}{\sigma_1}$ >14.5 5.5~14.5 2.5~5.5 < 2.5 Tao[30] 谷明成强度判据 $\frac{\sigma_1}{\sigma_{\mathrm{c}}}$ ≤0.15 0.15~0.2 0.2~0.4 ≥0.4 谷明成等[31] Turchaninov强度判据 $\frac{\sigma_\mathtt{θ}+\sigma_{\mathrm{r}}}{\sigma_{\mathrm{c}}}$ ≤0.3 0.3~0.5 0.5~0.8 ≥0.8 Turchaninov[32] Hawkes强度判据 $\frac{3 \sigma_1}{\sigma_{\mathrm{c}}}$ < 0.2 0.2~0.4 0.4~0.8 0.8~1 Hawkes[33] Ⅲ(脆性指数型) Barton脆性判据 $\frac{\sigma_{\mathrm{t}}}{\sigma_{\mathrm{c}}}$ >0.33 0.16~0.33 — < 0.16 Barton[34] 脆性系数 $\frac{\sigma_{\mathrm{c}}}{\sigma_{\mathrm{t}}}$ < 15 15~18 18~22 ≥22 Zhang等[35] 变形脆性指数 $\frac{\varepsilon_{\mathrm{p}}+\varepsilon_{\mathrm{e}}}{\varepsilon_{\mathrm{p}}}$ < 2 2~6 6~9 ≥9 李庶林等[36] 改进脆性指数 $\frac{A_2}{A_1}$ >1.5 1.2~1.5 1.0~1.2 — Aubertin等[37] Ⅳ(刚度指数型) 下降模量指数 $\frac{G}{|M|}$ >1 ≤1 (值越小，岩爆倾向性越大) Richard[39] Richard刚度判据 $\left|\frac{K_{\mathrm{pr}}}{K_{\mathrm{e}}}\right|$ < 1 >1(值越大，岩爆倾向性越大) Homand等[38] 注：ER为弹性应变能；ED为耗散能/塑性应变能；σc为单轴抗压强度；Eu为卸载模量；Ue为峰前弹性能密度；Ua为峰后耗散能密度；εf和εb分别为峰前和峰后应变量；φsa和φsc分别为峰前储存和峰后消耗能量；εsa和εsc分别为峰前应变及峰后应变；σθ为最大切应力；σ1为最大主应力；σr为最大轴向力；σt为单轴抗拉强度；εp为塑性变形；εe弹性变形；A2为峰前储存弹性能；A1为峰值弹性应变能；G和M分别为峰前及峰后应力应变曲线斜率；Kpr和Ke分别为矿柱及顶底板围岩刚度。 
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