Generalized Patton shear model for rock-concrete joints
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摘要: 为合理预测工程中常法向刚度（CNS）条件下岩石–混凝土结构面的剪切强度，在经典Patton模型（理想化为规则三角形粗糙体）的基础上进行改进，将规则三角形粗糙体推广到相似三角形粗糙体节理模型，并给出了相应的岩石–混凝土结构面粗糙度量化方法。与规则三角形粗糙体相比，相似三角形粗糙体由于波长各异而导致各个粗糙体所受的局部应力各不相同，进而引起粗糙体异步破坏的现象。其中，各粗糙体的极限破坏荷载和临界剪切位移根据下限理论求解。在此基础上，建立了相似三角形粗糙体结构面上各粗糙体剪切状态演化方程，并推广了经典Patton模型。该广义Patton模型可同时预测规则和相似三角形结构面剪切强度，并在一定条件下可退化为经典Patton模型。最后，通过12组不同工况下的CNS直剪试验验证了本文模型的合理性。
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关键词:
- 相似三角形岩石–混凝土结构面 /
- 广义Patton模型 /
- 常法向刚度 /
- 下限理论 /
- 直剪试验 /
- 剪切机制
Abstract: In order to predict the shear strength of the rock-concrete joints subjected to the constant normal stiffness (CNS), the classical Patton model (idealized as regular triangular asperities) is modified, and the regular triangular asperities are extended to similar ones. The quantitative method for the roughness of rock-concrete joints is also given. Compared with the regular ones, the similar triangular asperities carry different local stresses due to different wavelengths, leading to an asynchronous failure. The collapse load and critical shear displacement of every asperity are identified by the lower-bound solution. On this basis, an evolution equation is proposed to quantify the occurrence of local failure, and the classical Patton model is generalized. The generalized Patton model can predict the shear strength of joints of both the regular and the similar triangular asperities, and the current form can be regressed to the classical form under certain conditions. Finally, the proposed model is validated by the observations from 12 groups of CNS direct shear tests. -
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图 2 相似三角形岩石–混凝土结构面粗糙度量化模型
Figure 2. Quantitative model for joints roughness of similar triangular rock-concrete
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图 3 相似三角形岩石–混凝土结构面剪切力学分析模型
Figure 3. Shear mechanics model for similar triangular rock-concrete joints
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图 8 剪胀阶段与残余剪切阶段粗糙体共存
Figure 8. The dilatancy stage coexists with the residual shear stage
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图 10 峰值强度及其对应剪切位移求解流程图
Figure 10. Flow chart for solving peak strength and corresponding shear displacement
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图 15 粗糙体几何参数及岩石材料强度参数对剪切强度的影响
Figure 15. Influences of geometric parameters of asperities and strength parameters of rock on shear strength
表 1 岩石–混凝土结构面试验方案
Table 1 Test schemes of rock-concrete structural plane
试验编号 初始法向应力σn0/kPa 法向弹簧刚度
K/(kPa·mm-1)结构面粗糙
类型A1 200 294 λ=10 mm，
β=20°，n=15A2 400 294 A3 200 588 A4 200 588 B1 200 294 λmin=1 mm，
λmax=14 mm，
β=20°，n=20B2 400 294 B3 200 588 B4 200 588 C1 200 294 λmin=1 mm，
λmax=17 mm，
β=20°，n=17C2 400 294 C3 200 588 C4 200 588 
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表 2 理论模型的峰值强度、残余强度及峰值剪切位移误差
Table 2 Peak strengths, residual strengths and peak shear displacement errors of theoretical model
(%) 编号 峰值误差/% 残余误差/% 峰值剪切位移/% 编号 峰值误差/% 残余误差/% 峰值剪切位移/% A1 8.08 -28.37 -1.82 B3 -2.65 35.60 -8.71 A2 9.95 -24.42 -5.45 B4 2.43 28.73 -9.54 A3 13.84 -12.39 -6.67 C1 2.15 17.60 -17.71 A4 13.88 -15.68 -7.17 C2 3.44 18.38 -17.85 B1 4.29 17.88 -16.00 C3 -0.49 24.49 -16.35 B2 2.35 18.98 -16.75 C4 1.17 28.57 -19.27
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