摘要：In the process of deep projects excavation,deep rock often experiences a full stress process from high stress to unloading and then to impact disturbance *** study the dynamic characteristics of three-dimensional high stressed red sandstone subjected to unloading and impact loads,impact compression tests were conducted on red sandstone under confining pressure unloading conditions using a modified split Hopkinson pressure *** disturbance tests of uniaxial pre-stressed rock were also conducted(without considering confining pressure unloading effect).The results demonstrate that the impact compression strength of red sandstone shows an obvious strain rate *** an approximately equal strain rate,the dynamic strength of red sandstone under confining unloading conditions is less than that in the uniaxial pre-stressed impact compression *** pressure unloading produces a strength-weakening effect,and the dynamic strength weakening factor(DSWF)is also *** results also indicate that the strain rate of the rock and the incident energy change in a logarithmic *** similar incident energies,unloading results in a higher strain rate in pre-stressed *** to the experimental analysis,unloading does not affect the failure mode,but reduces the dynamic strength of pre-stressed *** influence of confining pressure unloading on the shear strength parameters(cohesion and friction angle)is *** the same external energy impact compression,prestressed rock subjected to unloading is more likely to be ***,the effect of unloading on the rock mechanical characteristics should be considered in deep rock project excavation design.

摘要：According to the different stress paths,similar model test and PFC simulation test of tunnel surrounding rock are designed to compare the failure mechanisms at macroscopic and mesoscopic *** following conclusions are drawn.1)excavation unloading will disturb the surrounding rock to form a certain excavation damaged zone.2)Under the loading path,the stress of surrounding rock failure is 1.500 MPa;under the unloading path with initial stress of 60% σ_(Zmax) and 100% σ_(Zmax),the failure stress is 1.583 and 1.833 MPa respectively in the model test.3)In terms of the failure mode of rocks under different stress paths,tensile fractures first appear in two sides of the vertical walls;thereafter,the spandrel and arch foot are loosened due to the stress *** fractures gradually coalesce with those occurring in the vertical walls.4)In the process of excavation unloading,the proportion of shear cracks is 35.3%,and the rock is subject to strong shear *** final failure surface is approximately V-shaped.5)The tangential peak stress on the vertical walls at the free face is the lowest;the vertical walls at the free face show the poorest bearing capacity and are easily subjected to tensile failure.