Research on Dynamic Performance Optimization and Stability Evaluation of Seismic Pile-Cable Composite Structure for Bedding Rock Slope in Meizoseismal Areas
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摘要:
岩质边坡抗震稳定性是强震区工程建设面临的关键科学问题.针对普通支挡结构在强震作用下易失效的问题，研发和优化抗震支挡结构成为当前工程地质领域的重要研究方向.以云南省鲁甸县某高速公路软硬岩互层型顺层岩质边坡为工程背景，基于自主研发的抗震桩锚（SPC）组合结构，通过有限差分软件FLAC3D建立简化数值模型，系统开展SPC组合结构动力性能优化与综合评价研究.选取消能锚索体系和组合抗滑桩体系的关键支护参数，采用参数敏感性分析与逐项优化方法，从边坡稳定性、结构抗震性及工程经济性等角度综合评估优化后的抗震桩锚（OSPC）组合结构，最终提出兼具经济性与安全性的优化设计方案.研究结果表明，OSPC组合结构较普通桩锚（CPC）和SPC组合结构具有良好的抗震性能和经济优势，边坡最大永久位移和最大剪切应变增量减小53%和24%，前后排抗滑桩的桩顶位移减少85%和99%，混凝土和锚索材料减少34%和3%.研究成果可为强震区顺层岩质边坡抗震设计提供技术支撑.
Abstract:The seismic stability of rock slopes is a critical scientific issue in engineering construction in meizoseismal areas. Given the vulnerability of conventional retaining structures to failure under strong earthquakes, the development and optimization of seismic-resistant support structures have become a key research focus in engineering geology. This study investigates a soft-hard interbedded bedding rock slope along an expressway in Ludian County, Yunnan Province. Based on a self-developed seismic pile-cable (SPC) composite structure, simplified numerical models are established using the finite difference method FLAC3D to systematically optimize and evaluate the dynamic performance of the SPC composite structure. Key support parameters are selected for optimization, including those of the energy-dissipating anchor cable system and the composite anti-slide pile system. A parametric sensitivity analysis and stepwise optimization approach are employed, followed by a comprehensive assessment of the optimized seismic pile-cable (OSPC) composite structure from the perspectives of slope stability, seismic resistance, and economic efficiency. The results demonstrate that the OSPC composite structure exhibits superior seismic performance and cost-effectiveness compared to conventional pile-cable (CPC) and SPC composite structures. Specifically, it reduces the maximum permanent displacement and maximum shear strain increment of the slope by 53% and 24%, respectively, while decreasing the pile-top displacement of front and rear anti-slide piles by 85% and 99%, and additionally, the material consumption for concrete and anchor cables is reduced by 34% and 3%. The findings provide theoretical support for the seismic design of bedding rock slopes in meizoseismal areas, offering significant engineering application value.
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图 1 抗震桩锚（SPC）组合结构加固边坡示意图
a. 软硬岩互层型顺层岩质边坡；b. SPC组合结构
Fig. 1. Schematic diagram of slope reinforced with seismic pile-cable (SPC) composite structure
图 5 不同桩锚组合结构加固方案
a. CPC组合结构；b. 优化后的抗震桩锚（OSPC）组合结构
Fig. 5. Reinforcement schemes for different pile-cable composite structures
图 6 地震荷载下不同组合结构加固边坡变形对比结果
a. 最大永久位移Dmp；b. 最大剪切应变境量Δε（%）
Fig. 6. Comparison of deformation of reinforced slopes with different composite structures under earthquake loads
图 7 地震荷载下不同桩锚组合结构中抗滑桩顶位移变化率
a. 2#抗滑桩；b. 3#抗滑桩
Fig. 7. Change rate of displacement at the pile top in different pile-cable composite structures under earthquake loads
表 1 边坡岩体物理力学参数
Table 1. Physical and mechanical parameters of rock mass in slope
边坡岩体指标 ρ
(kg/m3)σc (MPa) Er (GPa) μr c (MPa) φ(°) σt (MPa) 基岩/硬岩 2 470 35.36 5.92 0.22 7.52 31 3.25 软岩/层面 2 070 3.04 0.065 0.33 0.21 22 0.11 注：ρ.密度；σc.单轴抗压强度；Er.弹性模量；μr.泊松比；c.粘聚力；φ.内摩擦角；σt.单轴抗拉强度. 
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表 2 SPC组合结构物理力学参数
Table 2. Physical and mechanical parameters of SPC composite structure
支护结构指标 γ (kN/m3) Es (GPa) μs Kb(MPa) As (m2) 抗滑桩 27 41.67 0.19 / 3 锚索 77.4 195 0.25 15 1.82 × 10-4 框格梁 21.7 25 0.18 / 0.24 柔性结构 77.4 195/50 0.25 15 1.82 × 10-4 注：γ.重度；Es.弹性模量；μs.泊松比；Kb.粘结刚度；As.结构截面积.
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表 3 SPC组合结构的支护参数
Table 3. Support parameters of SPC composite structure
影响因子水平 消能锚索体系 组合抗滑桩体系 抗滑桩参数 连接结构参数 Las(m) βac(°) Led(m) Fap(kN) Lfp(m) Lrp(m) Dfr(m) Dcp(m) βcs(°) Fcp(kN) 1 5.80 10 1.20 0 9.52 11.60 1.40 0 30 0 2 7.20 20 2.40 200 10.52 12.60 3.40 1.50 15 200 3 8.60 30 3.60 400 11.52 13.60 5.40 3.00 0 400 4 10.00 40 4.80 600 12.52 14.60 7.40 4.50 -15 600 个数 4 4 4 4 4 4 4 4 4 4 总数 16 12 12 注：Las.锚固段长度；βac.锚固倾角；Led.自由段消能长度；Fap.锚索预应力；Lfp.前桩长度；Lrp.后桩长度；Dfr.前后桩排距；Dcp.连接结构位置；βcs.连接结构倾角；Fcp.连接结构预应力.
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表 4 最大永久位移和最大剪切应变增量的极差和方差值
Table 4. Range and variance values of maximum permanent displacements and maximum shear strain increments
影响因子 极差分析法 方差分析法 $ {R}_{\mathrm{j}}^{\mathrm{d}} $ $ {R}_{\mathrm{j}}^{\mathrm{\varepsilon }} $ $ {F}_{\mathrm{A}}^{\mathrm{d}} $ $ {F}_{\mathrm{A}}^{\mathrm{\varepsilon }} $ A 0.440 0.012 0.911 0.626 B 0.209 0.014 0.207 0.850 C 0.569 0.016 1.487 1.056 D 4.828 0.233 129.024 226.380 E 0.735 0.041 2.690 11.922 F 0.206 0.012 0.211 0.720 G 1.129 0.034 6.774 5.428 H 1.576 0.079 14.380 27.353 I 0.198 0.013 0.268 0.766 J 0.455 0.020 1.219 1.679
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表 5 SPC组合结构的支护参数优化结果
Table 5. Optimization results of support parameters for SPC composite structure
优化顺序 影响因子 评估指标 因子水平 1 2 3 4 1 D Fap (kN) Dmp (mm) 11.46 9.84 9.16 8.78 Δε (%) 0.79 0.72 0.65 0.58 2 H Dcp (m) Dmp (mm) 9.07 8.78 8.82 8.87 Δε (%) 0.61 0.59 0.61 0.57 3 G Dfr (m) Dmp (mm) 8.53 8.89 8.78 9.07 Δε (%) 0.61 0.61 0.59 0.61 4 E Lfp (m) Dmp (mm) 8.91 8.84 8.79 8.65 Δε (%) 0.62 0.61 0.59 0.57 5 C Led (m) Dmp (mm) 8.59 8.63 8.65 8.66 Δε (%) 0.57 0.58 0.58 0.58 6 J Fcp (kN) Dmp (mm) 8.59 8.32 8.11 7.98 Δε (%) 0.57 0.57 0.57 0.57 7 A Las (m) Dmp (mm) 7.97 7.97 7.98 7.97 Δε (%) 0.57 0.57 0.57 0.57 8 B βac (°) Dmp (mm) 8.35 8.25 7.97 7.90 Δε (%) 0.58 0.56 0.57 0.59 9 I βcs(°) Dmp (mm) 8.82 8.31 7.97 7.50 Δε (%) 0.60 0.59 0.57 0.58 10 F Lrp (m) Dmp (mm) 7.78 7.95 7.84 7.97 Δε (%) 0.58 0.58 0.58 0.57
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表 6 优化后SPC组合结构的支护参数组合
Table 6. Support parameter combination for optimized SPC composite structure
影响因子 初始参数 因子水平 优化参数 1 2 3 4 D Fap (kN) 200 Ⅳ Ⅲ Ⅱ Ⅰ 600 H Dcp (m) 0 Ⅵ Ⅰ Ⅲ Ⅱ 1.50 G Dfr (m) 5.40 Ⅱ Ⅲ Ⅰ Ⅳ 5.40 E Lfp (m) 11.52 Ⅵ Ⅲ Ⅱ Ⅰ 12.52 C Led (m) 2.40 Ⅰ Ⅱ Ⅲ Ⅳ 1.20 J Fcp (kN) 200 Ⅳ Ⅲ Ⅱ Ⅰ 600 A Las (m) 7.20 Ⅰ Ⅰ Ⅱ Ⅰ 4.40 B βac (°) 30 Ⅳ Ⅲ Ⅰ Ⅱ 30 I βcs(°) 0 Ⅳ Ⅲ Ⅰ Ⅱ 0 F Lrp (m) 14.60 Ⅰ Ⅳ Ⅱ Ⅲ 11.60
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表 7 地震荷载下桩锚组合结构中抗滑桩桩顶位移
Table 7. Displacement of the pile top in pile-cable composite structures under earthquake loads
抗滑桩编号 地震强度PGA 桩顶位移Dpt（mm） CPC SPC OSPC 2#抗滑桩 0.10 g 23 -12 0 0.20 g 58 4 1 0.30 g 128 10 2 0.40 g 216 12 3 3#抗滑桩 0.10 g 32 6 8 0.20 g 55 19 10 0.30 g 100 28 11 0.40 g 161 35 12
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表 8 不同组合结构加固方案的经济成本对比分析
Table 8. Economic cost comparative analysis of reinforcement schemes with different composite structures
组合结构类型 抗滑桩体系 锚框体系 材料增减占比 混凝土（m3） 锚索（m） 锚索（m） 混凝土（m3） 混凝土 锚索 CPC 288.00 0 172.80 22.80 0% 0% SPC 191.28 28.12 172.80 22.80 -31% +16% OSPC 182.28 28.12 139.20 22.80 -34% -3%
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