【摘要】 针对高地应力碳质板岩隧道围岩变形时间周期长、变形量大、设计支护强度不足等问题。采用室内试验、数值计算及现场测试对碳质板岩粘弹性本构模型及大变形控制技术进行了研究。结果表明：(1)炭质板岩峰值强度受层理倾角影响较大，随着倾角的增加其强度呈现U型的趋势，层理倾角为45°的岩石强度最弱；(2)构建了非定常Burgers蠕变本构模型，并根据三轴蠕变试验确定了该本构的蠕变参数；(3)应用构建的蠕变本构模型建立6种支护工况，综合考虑安全与经济，明确了工况三(HW175钢架，0.6 m/榀，拱部设置4 m长锚杆，边墙设置6 m长锚杆，间距1.2 m×0.8(环×纵))为大变形控制试验段的支护参数；(4)通过施作试验段，采用HW175钢架和拱顶4 m+边墙6 m长锚杆组合，其平均拱顶沉降和边墙收敛分别为18.1 mm和79.72 mm,达到了控制大变形的目的。研究成果可为类似工程提供参考。更多还原

【Abstract】 In order to solve the problems such as long deformation time period, large deformation amount and insufficient support strength of carbonaceous slate tunnel with high ground stress. The viscoelastic constitutive model and large deformation control technique of carbonaceous slate are studied by laboratory experiment, numerical calculation and field test. The results show that:(1) The peak strength of the carbonaceous slate is greatly affected by the bedding inclination, exhibiting a U-shaped trend with increasing inclination, and the strength of the rocks with the bedding inclination of 45° is the weakest.(2) The unsteady Burgers creep constitutive model was constructed, and the creep parameters of the constitutive model were determined according to the triaxial creep test.(3) Six supporting conditions were established by using the creep constitutive model constructed. Considering safety and economy comprehensively, the supporting parameters of the large deformation control test section were defined in case 3(HW175 steel frame, 0.6 m/pin, 4 m long anchor bolt set at the arch, 6m long anchor bolt set at the side wall, spacing 1.2 m×0.8(ring × longitudinal)).(4) Through the test section, HW175 steel frame and 4 m arch top + 6 m side wall long anchor rod are used. The average arch top settlement and side wall convergence are 18.1 mm and 79.72 mm, respectively, meeting the purpose of controlling large deformation. The research results can provide reference for similar projects.更多还原