The present invention relates to a surrounding rock pretreatment method for a TBM (tunnel boring machine) passing through a round tunnel section with high rock-burst risk. A technical solution of the present invention is as follows: the surrounding rock pretreatment method includes the following steps: 1. determining a pretreatment area, wherein an area in which a clear spacing between a to-be-constructed tunnel and an adjacent existing tunnel in a TBM tunneling direction is less than 2 times that of a tunnel diameter of the TBM to-be-constructed tunnel is the pretreatment area: 2. performing controlled blasting; 3. injecting high pressure water, and selecting part of blast holes I to perform cyclic water injection pressurizing; and 4, performing normal tunneling by the TBM.

Jet grouting involves injecting grout into geological material to improve its quality; however, use of jet grouting is limited to situations in which the injection systems can be positioned relatively close to the region to be improved. This can be impractical (for example in heavily built up areas, rough terrain or beneath the seabed) or inconvenient (for example where closing a tunnel would be required). The present invention enables deployment equipment 41 to be passed down a bore in order to deploy material and/or equipment through a hole in the lining of a bore 43 into the underlying geology. In this way, underground assets may be repaired from a location external to the asset, allowing repair in situations where it would be impossible or cost-prohibitive to do so with conventional ground treatment techniques.

The present invention relates to the use of foaming additives in liquid, paste or powder form, to condition soil excavated with a tunnel boring machine. Said additives can be classified as readily biodegradable and are characterised by a lower ecotoxicological impact than commercial products.

The present invention belongs to the technical field of tunnel surrounding rock supports and discloses a tunnel surrounding rock supporting method and system based on a tunnel field deconstruction and reconstruction theory. The tunnel surrounding rock supporting method based on the tunnel field deconstruction and reconstruction theory comprises the following steps: establishment of a tunnel field, deconstruction of the tunnel field and reconstruction of the tunnel field. In the tunnel surrounding rock supporting method based on the tunnel field deconstruction and reconstruction theory provided by the invention, through reconstruction of the tunnel field, the energy storage capacity of a rock and soil mass can be improved.

Long tunnels of many kilometres are likely to pass through a range of geologies which may cause problems. The present invention seeks to overcome the disadvantages of the prior art by: drilling a first bore 10 along a first predetermined path, the first bore having a length of at least 25 m; drilling a plurality of second bores 20 along respective second predetermined paths, each substantially parallel to the first predetermined path in order to define a substantially prism-shape region therebetween; and excavating material within the substantially prism-shape region to form a tunnel. In this way, data from drilling the first bore 10 and the plurality of second bores 20 can be recorded and used to inform operators as to the types of material through which they will be excavating. Thus, a more complete view of the underlying geology can be achieved before beginning excavations.

A method for controlling drilling for rock burst prevention drilling in a coal mine roadway is provided. The method comprises: acquiring rock mechanical parameters of coal mass in surrounding rock of a roadway to be subjected to burst-preventing drilling construction, and calculating a surrounding rock critical softening depth, a critical ground stress and a critical mining peak stress for rock burst initiation in the roadway; calculating a critical mining-induced stress index of the roadway to realize quantification of burst risk; then determining critical conditions for drillhole burst and a quantitative relationship between the critical conditions for drillhole burst and for roadway rock burst initiation; quantitatively determining construction parameters of burst-preventing drillholes according to the surrounding rock critical softening depth, a critical plastic softening zone radius for drillhole burst, and the critical mining-induced stress index; and controlling a drilling machine to operate according to the determined construction parameters.

The present invention relates to a reinforcement system at a railway tunnel section passing through a karst cave with a large dip angle and a construction method. The reinforcement system of the present invention can solve the problems of downward mud filling, watertightness, etc. of a top through structures of an umbrella arch, a concrete layer, a flexible buffer layer and a protective layer at the top, at a karst cave, of a tunnel, solve the problem of upward mud inrush at a bottom through structures of an anchor cable, a ring beam and a foundation pad at the bottom of the tunnel, guarantee stability of an arch bridge by erecting “a triple arch bridge” in a middle and adding a vertical bearing wall under the arch bridge, and make a railway safely cross the mud-inrush karst cave by safely laying a ballastless track on the bridge.

The present invention relates to a reinforcement system at a railway tunnel section passing through a karst cave with a large dip angle and a construction method. The reinforcement system of the present invention can solve the problems of downward mud filling, watertightness, etc. of a top through structures of an umbrella arch, a concrete layer, a flexible buffer layer and a protective layer at the top, at a karst cave, of a tunnel, solve the problem of upward mud inrush at a bottom through structures of an anchor cable, a ring beam and a foundation pad at the bottom of the tunnel, guarantee stability of an arch bridge by erecting “a triple arch bridge” in a middle and adding a vertical bearing wall under the arch bridge, and make a railway safely cross the mud-inrush karst cave by safely laying a ballastless track on the bridge.

Tunnel Boring Machines (TBMs) are known that comprise a large metal cylindrical shield fronted by a rotating cutting wheel and containing a chamber where the excavated soil is deposited (and optionally mixed with slurry for extraction, depending on the type of geological/soil conditions). However, TBMs have various disadvantages including the stop-start nature of their tunnelling, and that a single TBM cannot easily transition between different rock/soil types (especially heavily fractured and sheared rock layers). The invention provides a tunnelling shield provided with jet grouting tools arranged to project from a leading edge thereof. In this way, the quality of the geological material into which the tunnel is being excavated may be improved dynamically as part of the excavation process.

Long tunnels of many kilometres are likely to pass through a range of geologies which may cause problems. The present invention seeks to overcome the disadvantages of the prior art by: drilling a first bore 10 along a first predetermined path, the first bore having a length of at least 25 m; drilling a plurality of second bores 20 along respective second predetermined paths, each substantially parallel to the first predetermined path in order to define a substantially prism-shape region therebetween; and excavating material within the substantially prism-shape region to form a tunnel. In this way, data from drilling the first bore 10 and the plurality of second bores 20 can be recorded and used to inform operators as to the types of material through which they will be excavating. Thus, a more complete view of the underlying geology can be achieved before beginning excavations.