Safety evaluation model of excavating rock slope based on entropy-grey correlation method
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摘要: 根据边坡稳定性评价体系, 选取边坡岩体质量评分、边坡开挖方法调整系数、高度修正系数、结构面调整系数、结构面调整值5个评价指标反映边坡的整体稳定性, 并作为安全评价模型的序列变量; 建立了熵权-灰关联安全评价模型, 将目标边坡作为系统特征序列, 12处岩质边坡作为相关因素序列, 评价了京沪高速改扩建工程沿线典型岩质边坡的安全性, 并提出工程建议; 采用FLAC3D仿真软件, 分析了不同阶段机械开挖和不同炮孔处静力爆破条件下边坡的稳定性变化规律, 以验证安全评价模型的准确性。分析结果表明: 边坡稳定性评价指标可较好地反映边坡的稳定性特征; 熵权-灰关联安全评价模型充分发挥了灰关联法在小样本数据分析的优点, 且由熵权法计算的指标权重改善了传统灰关联分析中由专家打分或平均赋权的缺陷, 使评价结果更加客观; 三级边坡和一级边坡的开挖使边坡K593+260~K593+555的安全系数分别降至1.01和1.00, 和上一级边坡相比降幅分别为34.8%、9.1%, 说明缓倾顺层岩质边坡的开挖会使岩层沿结构面滑动, 使边坡失稳; 瞬时动荷载和荷载积累效应控制静力爆破条件下边坡的稳定性, 瞬时动荷载的出现使边坡安全系数下降了7.7%, 荷载积累效应的消散使安全系数平均回升3.6%, 说明爆破对边坡的松动作用明显, 荷载积累的消散使边坡的稳定性提升。
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关键词:
- 岩质边坡 /
- 熵权-灰关联评价模型 /
- 安全评价 /
- 数值模拟 /
- 开挖方法
Abstract: According to slope stability evaluation system, five evaluation indexes, such as slope rock mass quality score, excavation method adjustment coefficient, height correction coefficient, structural surface adjustment coefficient, and structural surface adjustment value, were selected to reflect the overall stability of slope, and serve as the safety evaluation model sequence variables. The entropy weight-gray correlation safety evaluation model was established. Taking the target slopes as the system characteristic sequence and the 12 rock slopes as the correlation factor sequence, the safety of the typical rock slopes along the reconstruction and expansion project of Beijing-Shanghai Expressway was evaluated, and the engineering advices were provided. FLAC3 D simulation software was used to analyze the stability variation laws of the slopes under different stages of mechanical excavation and static blasting at different blastholes, and the accuracy of the safety evaluation model was verified. Analysis result shows that the evaluation indexes of the slope stability can well reflect the slope stability characteristics. The entropy weight-grey correlation safety evaluation model full plays the advantages of grey correlation method in the analysis of small sample data, and the index weights calculated by entropy weight method improve the defect of the traditional grey correlation analysis that the indexes are weighted by experts or average method, making the evaluation result more objective. The third-grade and first-grade slope excavations reduce the safety factor of the slope K593+260~K593+555 to 1.01 and 1.00, respectively, with decreases of 34.8% and 9.1% respectively compared with the upper grade slope. It shows that the excavation of rock slope with gently inclined bedding slope will cause rock layer slide along structural plane and makes the slope become unstable. Transients dynamic load and load accumulation effect control the stability of the slope under static blasting condition. The occurrence of transients dynamic load reduces the slope safety factor by 7.7%, and the dissipation of the load accumulation effect rises the safety factor by 3.6%. It shows that the blasting has obvious loosening effect on the slope, and the dissipation of load accumulation improves the slope stability. -
图 4 目标边坡在不同施工阶段下的安全系数
Figure 4. Safety coefficients of target slopes in different construction stages
表 1 边坡岩体质量分类
Table 1. Classification of slope rock masses
岩石单轴抗压强度 岩石质量指标 裂面间距 裂面特征 地下水 取值/MPa 评分 取值/% 评分 取值/cm 评分 状态 评分 状态 评分 < 25 0~2 < 25 0~5 < 6 < 5 软弱充填物厚度 > 5 mm或张开度 > 5 mm, 连续 < 8 涌水 0 25~50 2~5 25~50 5~10 6~20 5~8 光滑或充填物厚度 < 5 mm或张开 8~15 渗水 0~5 50~100 5~10 50~75 10~15 20~60 8~12 稍粗糙, 张开度 < 1 mm, 岩壁强风化 15~22 潮湿 5~8 100~250 10~13 75~90 15~18 60~200 12~15 稍粗糙, 张开度 < 1 mm, 岩壁微风化 22~28 湿润 8~11 > 250 13~15 90~100 18~20 > 200 15~20 很粗糙, 不连续, 未张开, 岩壁未风化 25~28 干燥 11~15 
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表 2 边坡结构面调整系数
Table 2. Structural surface adjustment coefficients of slope
结构面类型 断层、夹泥层 层面、贯通裂隙 节理 λ 1.0 0.8~0.9 0.7
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表 3 结构面与边坡走向关系系数
Table 3. Relationship coefficients between structural surface and slope trend
平面滑动破坏模式边坡倾角/(°): α1-α2 > 30 30~20 20~10 10~5 < 5 倾倒破坏模式边坡倾角/(°): α1-α2-180° > 30 30~20 20~10 10~5 < 5 F1取值 0.15 0.40 0.70 0.85 1.00
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表 4 破坏模式与结构面倾角关系系数
Table 4. Relationship coefficients between failure mode and structural surface inclination
平面滑动破坏模式结构面倾角/(°): β1 > 30 30~20 20~10 10~5 < 5 倾倒破坏模式结构面倾角/(°): β2 > 45 45~35 35~25 25~15 < 15 F2取值 0.15 0.40 0.70 0.85 1.00
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表 5 结构面倾角与边坡倾角关系系数
Table 5. Relationship coefficients between structural surface inclination and slope inclination
平面滑动破坏模式结构面与边坡夹角/(°): β1-β2 > 10 10~0 0 0~-10 < -10 倾倒破坏模式结构面与边坡夹角/(°): β1+β2 < 110 110~120 > 120 - - F3取值 0 6 25 50 60
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表 6 边坡开挖方法调整系数
Table 6. Adjustment coefficients of slope excavation method
开挖方法 欲裂爆破 静力爆破 机械开挖 欠缺爆破 M 10 8 0 -8
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表 7 系统特征序列
Table 7. System characteristic sequences
序号 工程名称 结构面倾向 a λ R/100 F/60 M/20 稳定状态 1 新滩滑坡 顺倾 0.74 1.00 0.38 0.21 0.75 失稳 2 李家峡坝Ⅰ号滑坡 逆倾 0.71 1.00 0.42 0.13 0.75 失稳 3 李家峡坝Ⅱ号滑坡 顺倾 0.73 1.00 0.35 0.02 0.50 失稳 4 抚顺西露天矿人卷车边坡 顺倾 0.85 1.00 0.35 0.02 0.50 失稳 5 公伯峡电站古奉群滑坡 逆倾 0.65 0.80 0.41 1.00 0.75 稳定 6 天生桥二级电站后山边坡 逆倾 0.82 0.80 0.51 0.08 0.40 稳定 7 天生桥水电站溢洪道边坡 顺倾 0.84 0.80 0.62 0.14 0.40 稳定 8 小峡石坪台滑坡 顺倾 0.86 0.70 0.36 0.08 0.50 稳定 9 积石峡4号滑坡 散体结构 0.67 0.70 0.50 0.21 0.75 稳定 10 漫湾石料场边坡 块状结构 0.75 0.70 0.76 0.07 0.50 稳定 11 三峡升船机及临时船闸边坡 顺倾 0.73 0.80 0.42 0.12 0.75 失稳 12 白灰厂滑坡 顺倾 0.86 0.80 0.71 0.01 0.50 失稳
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表 8 目标边坡参数
Table 8. Parameters of target slopes
目标边坡桩号 地质情况 坡高/m 可能破坏模式 结构面 坡面 倾向/(°) 倾角/(°) 倾向/(°) 倾角/(°) K498+870~K499+200 溶洞, 中、强风化石灰岩 38.0 倾倒滑动 240 70 49 53 K503+585~K504+018 碎石, 中、强风化石灰岩 41.0 平面滑动 235 71 235 53 K551+714~K552+115 残积土, 中、强风化石灰岩 39.7 倾倒破坏 0 53 30 45 K565+914~K566+300 残积土, 中、强风化石灰岩 45.2 倾倒滑动 45 16 222 45 K593+260~K593+555 残积土, 中、强风化石灰岩 40.7 平面滑动 76 10 239 45
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表 9 目标边坡评价指标
Table 9. Evaluation indexes of target slopes
目标边坡桩号 a λ R F M K498+870~K499+200 1.48 1.00 64.60 3.25 0 K503+585~K504+018 1.41 0.85 58.50 2.76 0 K551+714~K552+115 1.44 0.90 56.50 3.75 0 K565+914~K566+300 1.33 0.80 51.80 1.25 0 K593+260~K593+555 1.42 0.70 53.00 1.35 0
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表 10 量纲为1的目标边坡评价指标
Table 10. Dimensionless evaluation indexes of target slopes
目标边坡桩号 a λ R/100 F/60 M/20 K498+870~K499+200 1.48 1.00 0.65 0.05 0 K503+585~K504+018 1.41 0.85 0.59 0.05 0 K551+714~K552+115 1.44 0.90 0.57 0.06 0 K565+914~K566+300 1.33 0.80 0.52 0.02 0 K593+260~K593+555 1.42 0.70 0.53 0.02 0
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表 11 岩质边坡相关因素序列
Table 11. Correlation factor sequences of rock slopes
序号 工程名称 γ0i(1) γ0i(2) γ0i(3) γ0i(4) γ0i(5) 1 新滩滑坡 0.84 1.00 0.48 0.70 0.33 2 李家峡坝Ⅰ号滑坡 0.81 0.87 0.56 0.86 0.41 3 李家峡坝Ⅱ号滑坡 0.84 0.96 0.51 0.92 0.43 4 抚顺西露天矿人卷车边坡 0.93 0.51 0.44 0.87 0.56 5 公伯峡电站古奉群滑坡 0.77 0.43 0.55 0.84 0.33 6 天生桥二级电站后山边坡 0.90 0.43 0.88 0.39 0.48 7 天生桥水电站溢洪道边坡 0.92 0.43 0.93 0.82 0.54 8 小峡石坪台滑坡 0.94 0.33 0.45 0.98 0.33 9 积石峡4号滑坡 0.79 0.33 0.84 0.70 0.27 10 漫湾石料场边坡 0.85 0.33 0.48 1.00 0.43 11 三峡升船机及临时船闸边坡 0.83 0.43 0.56 0.87 0.33 12 白灰厂滑坡 0.94 0.43 0.57 0.89 0.43
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表 12 系统评价指标权重
Table 12. Weights of system evaluation indexes
参数 a λ R F M wv/% 20.5 15.6 30.6 18.4 14.9
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表 13 加权关联度计算结果
Table 13. Calculation results of weighted correlations
序号 稳定状态 K498+870~K499+200 K503+585~K504+018 K551+714~K552+115 K565+914~K566+300 K593+260~K593+555 1 失稳 0.130 0.132 0.143 0.132 0.131 2 失稳 0.137 0.138 0.132 0.138 0.138 3 失稳 0.153 0.154 0.151 0.154 0.149 4 失稳 0.151 0.158 0.172 0.158 0.201 5 稳定 0.112 0.114 0.126 0.114 0.114 6 稳定 0.150 0.157 0.184 0.195 0.158 7 稳定 0.114 0.173 0.162 0.145 0.146 8 稳定 0.164 0.115 0.122 0.115 0.116 9 稳定 0.109 0.126 0.117 0.121 0.117 10 稳定 0.134 0.127 0.132 0.126 0.121 11 失稳 0.113 0.115 0.118 0.114 0.115 12 失稳 0.152 0.144 0.139 0.135 0.135
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表 14 不同施工方法安全性评价结果
Table 14. Safety evaluation result under different construction methods
目标边坡桩号 机械开挖 静力爆破 K498+870~K499+200 稳定 稳定 K503+585~K504+018 稳定 稳定 K551+714~K552+115 稳定 稳定 K565+914~K566+300 稳定 稳定 K593+260~K593+555 失稳 失稳
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表 15 计算参数
Table 15. Computation parameters
参数 容重/(kN·m-3) c/kPa φ/(°) E/GPa 泊松比 强风化石灰岩 23.0 20 29 5 0.25 中风化石灰岩1 23.6 24 51 20 0.20 中风化石灰岩2 24.2 26 45 25 0.20 结构面 - 100 30 - -
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表 16 边坡安全系数范围划分
Table 16. Range division of slope safety coefficient
安全系数范围 稳定状态 f < 1.00 不稳定 1.00≤f < 1.05 欠稳定 1.05≤f < 1.3 基本稳定 f≥1.3 稳定
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表 17 爆破关键参数
Table 17. Key parameters of blasting
孔径/mm 90 排距/m 3.5 炮孔台阶高度/m 12 炸药消耗量/(kg·m-3) 0.20 超深/m 1 单孔药量/kg 38 孔深/m 13 填塞长度/m 4.5 底盘抵抗线/m 4 爆破孔数/m 38 炮孔密集系数/m 1 爆破总药量/kg 7 000
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