为研究层状千枚岩横观各向同性蠕变特性对隧道衬砌结构变形特征的影响,采用单轴压缩蠕变试验,分析了不同层理倾角千枚岩的蠕变特性,基于现有黏弹塑性损伤蠕变模型,构建了千枚岩横观各向同性蠕变损伤本构模型。将蠕变损伤本构模型嵌入FLAC3D数值模型分析了不同层理倾角隧道围岩及支护结构的变形特征。结果表明:随着层理倾角增大,层状千枚岩稳定蠕变阶段的累积蠕变变形和蠕变时间呈先减后增的趋势;当层理倾角为0°时,围岩最大水平位移出现在拱脚处,呈近似对称变形特征;当层理倾角为22.5°、45°和67.5°时,随着层理倾角增大,围岩最大水平位移位置逐渐偏离左右侧壁,且偏离方向平行或垂直于层理面;围岩竖向蠕变变形与层理倾角方向基本一致,且在围岩上方沿层理倾角方向有沉降趋势,下方则出现隆起趋势;当层理倾角为90°时,围岩最大水平位移在拱脚处达到最大值,约为77 mm;围岩竖向最大沉降和隆起位置分别位于拱顶和仰拱处,为184 mm和159 mm,且围岩及支护结构变形呈现出明显的横观各向同性特征。
To study the influence of transverse isotropic creep characteristics of layered phyllite on the deformation characteristics of tunnel lining structures, uniaxial compression creep tests were conducted to analyze the creep characteristics of phyllite with different bedding angles. Based on existing viscoelastic plastic damage creep models, a transverse isotropic creep damage constitutive model of phyllite was constructed. Then, the creep damage constitutive model was embedded into the FLAC3D numerical model to analyze the deformation characteristics of tunnel surrounding rock and support structures with different bedding angles. The results indicate that: As the dip angle of the bedding increases, the cumulative creep deformation and creep time during the stable creep stage of layered phyllite show a trend of first decreasing and then increasing. When the dip angle of the bedding is 0°, the maximum horizontal displacement of the surrounding rock occurs at the arch foot, exhibiting an approximately symmetrical deformation characteristic; When the bedding angle is 22.5°, 45°, and 67.5°, as the bedding angle increases, the maximum horizontal displacement position of the surrounding rock gradually deviates from the left and right walls, and the deviation direction is parallel or perpendicular to the bedding plane; The vertical creep deformation of the surrounding rock is basically consistent with the dip angle direction of the bedding, and there is a settlement trend above the surrounding rock along the dip angle direction of the bedding, while there is a uplift trend below. When the dip angle of the bedding is 90°, the maximum horizontal displacement of the surrounding rock reaches its maximum value at the arch foot, approximately 77 mm; The maximum vertical settlement and uplift positions of the surrounding rock are located at the arch crown and inverted arch, respectively, at 184 mm and 159 mm. The deformation of the surrounding rock support structure shows significant transverse isotropic changes.
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