随着交通建设的发展和能源开采进入深部，高地应力条件下的隧道有效支护成了地下工程中必须面对的问题之一。高地应力条件下，采用普通的加强支护法，不仅浪费大量的人力、物力、财力，而且支护效果差。往往支护结构破坏严重，返修率高。因此，探索高地应力条件下的隧道有效支护方法，保证隧道长期的安全与稳定，并提高隧道支护效果，降低隧道支护结构返修率和支护成本，是迫切的，具有重要的理论和实际意义。 基于围岩分区破裂化理论和爆破损伤理论，本文运用理论计算分析和数值模拟研究方法，对深埋高地应力隧道的卸压支护技术进行研究。具体研究内容与取得的主要研究成果如下： （1）基于围岩分区破裂化原理，根据分区破裂带的位置、宽度确定了装药位置和爆破卸压的区域，利用相应分区破裂带的半径和宽度计算公式对爆破卸压部分参数进行确定。经计算炮孔深度为9.0m；装药量为0.55kg、0.45kg、0.40kg、0.35kg；堵塞长度为8.12m、8.27m、8.35m、8.43m。 （2）根据爆破损伤理论计算了卸压孔的间距和卸压后围岩应力值，炮孔间距为0.7m、0.8m、0.9m、1.0m。结合材料力学知识和隧道支护理论计算了隧道衬砌结构厚度和内力。衬砌厚度由卸压前的1.5m减小到卸压后的0.9m、0.75m、0.6m、0.8m，而且卸压后衬砌结构的弯矩和轴力也减小37%以上，表明爆破卸压取得了预期的效果。 （3）利用ANSYS/LS-DYNA动力有限元软件建立仿真数值模型，对松动爆破卸压支护进行了模拟，并研究爆破卸压参数和卸压效果的关系。分析模拟计算结果得出：爆破卸压后，衬砌结构的变形和内力均在不同程度上降低了，变形减小47%以上，且内力减小35%以上，并与理论研究成果基本吻合，表明爆破卸压达到了改善围岩支护条件的目的。通过松动爆破卸压将隧道围岩高地应力向远离隧道表面的深部围岩转移，从而达到降低围岩应力，保护隧道的目的。 本文研究成果对深埋高地应力地下工程的建设和能源开发具有一定的指导意义和参考价值。

With the development of traffic construction and energy exploration having reached deep mining, high initial stressed tunnel effective support is one of the issues which underground engineerings must face. With high initial stress, the ordinary reinforced support not only wastes plenty of manpower, material and financial resources, but as well results in poor performance of support. Frequently, supporting structure is seriously destroyed and has high repair rate. Therefore, it is urgent to seek methods of high initial stressed tunnel effective support, which can ensure long-term security and stability of tunnel, and improve tunnel support effect, and also reduce tunnel support structure repair rate and support cost, which has important theoretical and practical significance. Based on zonal disintegration theory and blasting damage theory of the mass, this article studies pressure-relief support technique for deep-buried high initial stressed tunnel with theoretical analysis and numerical simulation method. The concrete research contents and main achievements are as follows: （1）Based on zonal disintegration theory of the mass, the charging location and region of pressure-relief by blasting are determined according to the location and width of zonal crack zone, the formulas of radius and width of the corresponding fracturing area are used to calculate some parameters of pressure-relief by blasting. After calculating, the depth of blast hole is 9.0m; the explosive charges are 0.55kg, 0.45kg, 0.40kg, 0.35kg; the stemming lengths of blasting hole are 8.12m, 8.27m, 8.35m, 8.43m. （2）The blast hole spacing and surrounding rock stress after pressure-relief are calculated according to blasting damage theory, the blast hole spacings are 0.7m, 0.8m, 0.9m, 1.0m.And then, considering material mechanics knowledge and tunnel support theory, the tunnel lining thickness and internal forces are determined. After pressure-relief by blasting, the iniaial lining thickness of 1.5m is reduced to 0.9m, 0.75m, 0.6m, 0.8m, and that the moment and axial force of lining structure are also reduced more than 37% after pressure-relief by blasting, which show that pressure-relief by blasting leads to anticipative effect. （3）The ANSYS/LS-DYNA of dynamic finite element software is used to build simulation numerical model to simulate support of pressure-relief by loosening blasting and study the relationship between parameters and effect of pressure-relief by blasting. The simulate analysis results, which is generally agreed with the theoretical achievements, show that the lining structure deformation and internal forces are reduced in various degrees. Deformation is reduced more than 47%, and internal forces are reduced more than 35%，which show that pressure-relief by blasting achieves the purpose of improving supporting condition of surrounding rock. The pressure-relief by loosening blasting could transfer the tunnel high initial stress to the depth rock, which can reduce surrounding rock stress and protect the tunnel. The research achievements in this thesis is of certain guiding significance and reference value in engineering for the construction of deep-seated high initial stressed underground engineerings and energy development.